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Report 4V,00°,- 00_2 ) UTAH OFFICES VECTOR Sandy Layton E n G I n E E R S St. George Project Number: U1944-008-161 July 21,2016 Renewable Energy Associates LLC 1220 NW Kings Blvd. Corvallis,OR 97330 ATTENTION: Ryan Mayfield REFERENCE: Triangle Corporate Park: 13010 SW 68TH PARKWAY,TIGARD,OR 97223 Solar Panel Installation Dear Mr.Mayfield: Per your request, we have reviewed the layout relating to the installation of solar panels at the above-referenced site. The following materials and components are proposed in the installation of the solar panels. Roof Structure Framing: 30"deep open web steel trusses @ 6'-0"o.c.with areas of WF 18x35 beams Roof Material:Built up roofing over Verco roof decking Solar Panel Type:AUO 335W Solar Module Mounting System:Unirac RM Ballasted Solar Panel Tray with Pad Based upon our review,it is our conclusion that the placement of ballasted solar panels on the existing roof will not adversely affect the structure. Based on the as-built drawings prepared by Mackenzie Group, stamped in about 1997 show that the original design loads included a roof snow load of 25psf.Current codes list the ground snow load at a maximum of 25 psf in the area which gives a 20 psf roof snow load,thus the addition of solar panels does not increase the total load on the building per current code requirements. The design of solar panel supporting members is by the manufacturer and/or installer. The adopted building code in this jurisdiction is the 2014 edition of the Oregon Structural Specialty Code which references ASCE 7-10. Appropriate design parameters which must be used in the design of the supporting members and connections are listed below: Design wind speed for risk category II structures: 110(3-sec gust) Wind exposure:Category:C • Regarding seismic loads, we conclude that any additional forces will be small. With a roof dead load of 15 psf, solar panel&ballast dead load of 5.35 psf, and affected roof area of 47%(maximum), and 2"d floor dead load of 55 psf(due to 5-1/2"concrete deck)the additional dead load(and consequential seismic load)will be 3.6%.See the attached calcs. This calculation conservatively neglects the weight of wall dead load. Because the increase is less than 10%, this alteration meets the requirements of the exception in Section 3404.4 of the 2013 edition of the Oregon Structural Specialty Code. Thus the existing structure is permitted to remain unaltered. During design and installation,particular attention must be paid to the maximum allowable spacing of attachments and the location of solar panels relative to roof edges. The use of solar panel support span tables provided by the manufacturer is allowed only where the building type,site conditions,and solar panel configuration match the description of th- .. tables.Attachments to existing roof joist or rafters, is as is shown on the provided drawings. Waterproofing around the roo -.enetrat'.n is the responsibility of others. All work performed must be in accordance with accepted industry-wide methods and a..lica s ety standards. Vector Structural Engineering assumes no responsibility for improper installation of the solar panels. • Very truly yours, tI VECTOR STRUCTURAL ENGINEERING,LLC � Pf ci„c„ G I NEF 'i /fr# 78178PE r OREGON Roger T.Alworth,S.E. " � 16, 2 . Principal AL • RTA/jsp EXPIRES 12/31/2017 • 7-21-2016 9138 S. State St., Suite 101 /Sandy, UT 84070/T(801) 990-1775/F(801) 990-1776/www.vectorse.com JOB NO.: U1944-008-161 )1' 1h E rI G I n E E R S PROJECT: TRIANGLE CORPORATE PARK RESIDENCE SUBJECT: WIND PRESSURE (Components and Cladding Wind Calculations' Label: Solar Panel Array Note: Calculations per ASCE 7-10 SITE-SPECIFIC WIND PARAMETERS: Basic Wind Speed [mph]: 110 Notes: Exposure Category: C Risk Category: II ADDITIONAL INPUT&CALCULATIONS: Height of roof, h [ft]: 30 (Approximate) Comp/Cladding Location: Gable Roofs e s 7° Enclosure Classification: Enclosed Buildings Zone 1 GCp: 1 Figure 30.4-2A (enter largest abs. value) Zone 2 GCp: 1.8 (enter largest abs. value) Zone 3 GCp: 2.8 (enter largest abs. value) a: 9.5 Table 26.9-1 zg [ft]: 900 Table 26.9-1 Kh: 0.982 Table 30.3-1 K=: 1 Equation 26.8-1 Kd: 0.85 Table 26.6-1 Velocity Pressure, q,, [psf]: 25.9 Equation 30.3-1 GCp,: 0 Table 26.11-1 (largest abs. value) OUTPUT: I I P=9n[(GCP)—(GCpr)Jl Zone 1 Pressure, p [psf]: 25.86 psf(1.0W, Interior Zones*) Zone 2 Pressure, p [psf]: 46.55 psf(1.0W, End Zones*) Zone 3 Pressure, p [psf]: 72.41 psf(1.0W, Corner Zones*within a) (*a=assumed=3) EC JOB NO.: U1944-008-161 E n e l n E E R s PROJECT: TRIANGLE CORPORATE PARK RESIDENT SUBJECT: GRAVITY LOADS CALCULATE ESTIMATED GRAVITY LOADS Increase due to Original DEAD LOAD (D) pitch loading Roof Pitch/12 I 0.4 I Built-Up 4.5 1.00 4.50 psf 1/2" Plywood 1.5 1.00 1.50 psf Framing 3.0 psf Insulation 2.0 psf 1/2" Gypsum CIg. 2.2 psf M, E & Misc 1.3 psf DL 14.5 psf PV Array DL 5.3 psf ROOF LIVE LOAD (Lr) Existing Design Roof Live Load [psf] 20 ASCE 7-10, Table 4-1 Roof Live Load With PV Array[psf] 0 2015 IBC, Section 1607.12.5 SNOW LOAD(S): Existing With PV Array Roof Slope (:12): 0.4 p 4 Roof Slope [°]: 2 2 Snow Ground Load, pg [psf]: 25 25 ASCE 7-10, Section 7.2 Terrain Category: C C ASCE 7-10, Table 7-2 Exposure of Roof: Fully Exposed Fully Exposed ASCE 7-10, Table 7-2 Exposure Factor, Ce: 0.9 0.9 ASCE 7-10, Table 7-2 Thermal Factor, Cf: 1.1 1.1 ASCE 7-10, Table 7-3 Risk Category: II II - ASCE 7-10, Table 1.5-1 Importance Factor, Is: 1.0 1.0 ASCE 7-10, Table 1.5-2 Flat Roof Snow Load, pt[psf]: 17 17 ASCE 7-10, Equation 7.3-1 Minimum Roof Snow Load, pm [psf]: 20 20 ASCE 7-10, Section 7.3.4 Unobstructed Slippery Surface? No Yes ASCE 7-10, Section 7.4 Slope Factor Figure: Figure 7-2b Figure 7-2b ASCE 7-10, Section 7.4 Roof Slope Factor, C,: 1.000 1.000 ASCE 7-10, Figure 7-2 Sloped Roof Snow Load, IN [psf]: 17 17 ASCE 7-10, Equation 7.4-1 Design Snow Load, S [psf]: 25 20 JOB NO.: U1944-008-161 : ,VECECTOF E rl G I rIE E R E PROJECT: TRIANGLE CORPORATE PARK RESIDENC SUBJECT: LOAD COMPARISON Summary of Loads Existing With PV Array D[psf] 15 20 Lr[psf] 20 0 S [pfsf] 25 20 Maximum Gravity Loads: Existing With PV Array D+Lr[psf] 35 20 ASCE 7-10,Section 2.4.1 D+S[psf] 40 40 ASCE 7-10,Section 2.4.1 Maximum Gravity Load [psf]: 40 40 Ratio Proposed Loading to Current Loading: 100.8% OK Because the increase in gravity loads is less than 5%,this addition meets the requirements of Section 3403.3 of the 2014 OSSC and is permitted to remain unaltered. Concerning building weight increases due to solar panels: roof DL = 15psf 2nd floor DL = 5.5" concrete flooring on decking, DL = (2.5"/12"+3"/2/12")145psf = 48psf assume decking and structural member dl = 7psf, total 2nd floor DL = 55 psf per solar panel calcs, solar panel total area and dead load are = 6335ft^2 & 5.35psf roof and 2nd floor total area = 13550ft^2 solar panel and ballast weight = 5.35psf*6335ft^2 = 33.9k total roof weight = 15psf*13550ft^2 = 203.25k 2nd floor weight = 55psf*13550ft^2 = 745.25k weight increase due to new solar loads (745.25k+203.25k+33.9k)/(745.25k+203.25k) _ 1.036 < 1.1, as explained in the letter this conservatively excludes the wall dead weight. Therefore the existing structure is adequate to support these new loads. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 : - 3 ©- =© ©- I . 4 ., P+I w '' 5 7_AEI ©- , 6 © r ©r 7 8 is 13170./<•Y:, � ..© ©_ © -o 9 '24 11 12 © ,.•..' -© _ _© 13ir.i+w -Kv ,"i 7. +an 2 © 2 4 2 14E1,77.44;... jam. t • a 1. #,y.: .. :. „,,,,,L. :. u al ma 15 -' ©D- , ;©= , ,rf,:16 1917 131-1 18 OM% . g 144 20 , ,.;,s 1II ,. 21 © © 2 2 -. 41m.11618', pii25 * .® 26 © © ©� • �© ©-h -© © © _ � z7 I,� ©- — oirr � z6 : i ..„,,,:,,f1,,,,,,111,!-,',717:1,,','791.:1..'"'.1' .11: xi m -,,,t4,.., 11:1,;!5;;4 iej,,,,,,,.v„e,'f 1.,.'fl,, t;Til solto 31 © 342 .•�©. © e It -©� �© 32 © © © ©.34A©. ©�©�©���©� _© ©_ _©_o_o_o_© ©_©_o_©_ . _© ©33 ©- oNA- o00000 ■ 4,, xiTtra3 iks.al.:" anklioultsu n © El � © © © © © Note:Blocks above with values greater than 4 require extra ballast bays.The proper number of bays are provided in the Bill of Materials. The installer must install these extra bays as near to the indicated location as possible. Layout Dimensions NS Dimension: . ' --; EW Dimension: Row 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 -175.5 ft -77 2 ft Modules Buckets Ballast Blocks Ballast Weight 2 3 7 224 2 3 10 320 2 3 8 256 2 3 8 256 2 3 8 256 5 7 18 576 5 7 23 736 5 7 20 640 5 7 20 640 5 7 20 640 5 7 20 640 5 7 19 608 7 9 23 736 7 9 28 896 3 9 22 704 3 4 11 352 3 4 12 384 3 4 12 384 3 4 12 384 3 4 14 448 1 6 14 448 3 5 13 416 4 6 19 608 4 6 18 576 4 6 16 512 4 6 16 512 6 9 23 736 7 10 30 960 7 10 30 960 10 12 32 1024 12 13 34 1088 11 13 27 864 33 12 13 24 768 34 12 13 21 672 35 12 13 23 736 36 12 13 38 1216 1:7i .26 8E6 - : U N I R AC U-BUILDER PROJECT REPORT VERSION:1.2.15 JUN 24,2016,04:19 PM PROJECT TITLE: 13190 SW 68TH PKWY PROJECT ID:4D22761E Name: NW PHOTON ENERGY Designed by None Address: None RM-BALLASTED FLAT ROOF City,State: Portland,OR,97223 198-335 Watt Panels Module: Custom Custom 6334 Sq Ft. 335 Watts 66.3 kWs UNVALIDATED MODULE SIZE-The module selected was based on a typical or custom module size.DO NOT USE this information to purchase or install without verifying the exact module dimensions. ENGINEERING REPORT Plan review Average PSF: 5.35 lbs/ft2 Total Number of Modules: 198 Total KW: 66 KW Total Area: 6334 ft2 Total weight on roof: 33868 lbs -Racking weight: 973 lbs -Module weight: 9823 lbs -Ballast weight: 23072 lbs -Max Bay Load(Dead): 181 lbs -Max Bay Load(Dead+Snow): 349 lbs Loads Used for Design -Building Code: ASCE 7-10 -Wind Speed: 110 mph -Ground Snow Load: 10 psf -Roof Snow Load: 7.56 psf -Seismic(Ss): 0.99 -Wind Exposure: B Loads Determined by Zip -City,State: Portland,OR -Wind Speed: 110 mph Special Wind Inspection Region -Ground Snow Load: 10 psf Product: FLAT ROOF Module Manufacturer: AUO Model: PM072MW0 335W Module Watts: 335 watts Module Length: 77.00" Module Width: 39.05" Module Thickness: 1.57 Module Weight: 49.61 lbs Ballast Block Weight: 32 lbs Max Blocks per Bucket: 4 Building Height: 30 ft Roof Type: RM-BALLASTED Other Parapet Height: None Average PSF: Minimum Seismic Separation: -Array to Array: 4 in Total Number of Modules: Total KW: Total Area: 198 To Obstruction or Parapet: 9 in 66.3 KW To Roof Edge(no Parapet): 13 in 6334 ft2 Total weight on roof: 33868 lbs Max Array Dimensions(Seismic): -Racking weight: 973 lbs -NS Dimension: 180 ft -Module weight: 9823 lbs EW Dimension: 185 ft -Ballast weight: 23072 lbs RM PRODUCT ASSUMPTIONS RM-Ballasted Flat Roof Systems 1.Importance Factor=1 2.Building Height 5 60 ft. 3.Roof Slope>_1.2°and<3° 4.Topographic Factor(Kzt)=1 5.ASCE 7-05:Basic Wind Speed:85-150 mph(IBC 2006/ASCE 7-05).Wind Exposure:B or C. 6.ASCE 7-10:Basic Wind Speed:110-180 mph(IBC 2012/ASCE 7-10).Wind Exposure:B or C. 7.Ballast Calculations are based on ASCE 7-05&ASCE 7-10 load combinations and product specific wind tunnel testing per ASCE 7-05 and ASCE 7-10 8.Ground Snow Load:0-60 psf.(Reduction can be input if this is acceptable with your local building authority).Results are based on uniform snow loading and do not consider unbalanced,drifting,and sliding conditions. 9.Roof Snow Load:Reduction calculated per Section 7.3 of ASCE 7-05 with the following assumptions:Exposure factor=0.9,Thermal factor=1.2,Importance factor=1.Please verify these are appropriate for your site before using the max bay loads reported above. 10.Dead Load Due to Racking:3.5 lbs.per ballast tray 11.Module Gaps(EM/):0.25 in. 12.Seismic:Installations must be in seismic site class A,B,C,or D as defined in IBC 2006/ASCE 7-05. SEAOC PV1-2012 describes Structural Seismic Requirements for Rooftop Photovoltaic Arrays Minimum Separation Distance:SEAOC PV1-2012 prescribes a minimum separation distance for unattached PV arrays on rooftops. Array Size Limits for Seismic:SEAOC PV1-2012 limits the size of an unattached array by the design strength of the system connections. Assumptions: 1.For Unattached Rooftop Photovoltaic Arrays 2.Array Importance Factor,Ip=1.0 3.Building Importance Factor,le=1.0 4.Site Class=D 5.Separation(S)is to a qualified parapet or rooftop obstruction 6.Array to Array Minimum Distance=0.5*S 7.Array to Unqualified Parapet Minimum Distance=1.5*S 8.Ss:Spectral response acceleration parameter at short periods per ASCE 7-05 9.Sds:Design,5 percent damped spectral acceleration parameter at short periods per ASCE 7-05 10.A minimum module return flange of 0.9in(when using 1-3/4 in.clip bolts)is required for all RM installations 11.A minimum module return flange of 0.65in(when using 2 in.clip bolts)is required for all RM installations 12.Coefficient of friction used for calculations=0.4 . .::LJ I RAL, U-BUILDER PROJECT REPORT VERSION.1.2.15 JUN 24,2016,04:00 PM PROJECT TITLE: 13010 SW 68TH PKWY PROJECT ID: 318CF80C Name: NW PHOTON ENERGY Designed by None Address: None RM-BALLASTED FLAT ROOF City,State: Portland,OR,97223 378-335 Watt Panels Module: Custom Custom 12225 Sq Ft. 335 Watts 126.6 kWs UNVALIDATED MODULE SIZE-The module selected was based on a typical or custom module size.DO NOT USE this information to purchase or install without verifying the exact module dimensions. INSTALLATION AND DESIGN PLAN LAYOUT WORKSPACE 1 _L . ___ - , ME 0 .d im ., X: MEW e 11Illlllll,illlt LJ --. ..........1r—r- 1 * L-._L_i w r r - i 11 U S r"-r-r-i ... I I Equipment Finance I 0 L3 A 1 1 EMI I i l` I__1 1 Li_L__L_J " ' # 1111 AI T t j_.-. 1 I �r • . - . 1 1 1 1 ; . ` � x mit-- _ _. fir. . Google f t Map data-_.2016 Google I gery©2016,Metro,Portland Oregon . t i i 1 } i 1 2 i 1i Ji i ,t 1 IS - t, ` ,4,1,,r,4,,':' x , =w 1 i a [ k �-tx` _ �',4' i• � a. i�.. i s i i z `fix.. , 12. Vii, -..",. i. . ; Yry. ' IS C144� T'i. a Note:Blocks above with values greater than 4 require extra ballast bays.The proper number of bays are provided in the Bill of Materials. The installer must install these extra bays as near to the indicated location as possible. Layout Dimensions NS Dimension: —122.4 ft EW Dimension: —218.9 ft Row Modules Buckets Ballast Blocks Ballast Weight 1 22 25 52 1664 2 23 26 73 2336 3 24 27 51 1632 4 25 28 48 1536 5 25 29 53 1696 6 25 29 65 2080 7 12 29 59 1888 8 26 30 63 2016 9 27 30 66 2112 10 27 31 53 1696 11 25 30 55 1760 12 25 30 57 1824 13 22 29 59 1888 14 22 25 68 2176 15 4 25 60 1920 16 1 6 16 512 17 1 2 6 192 • • 18 1 2 6 192 19 2 4 10 320 20 4 6 16 512 21 5 7 23 736 VOL ZZ Ol 0 9Z 9lZl 8£ 0l 6 9Z 498 LZ 0 6 4Z 809 61. L 9 EZ VOL ZZ L 9 ZZ ii'U N I RAC U-BUILDER PROJECT REPORT n'1IL�,;A �p ,10f'Pl( VERSION:1.2.15 JUN 24,2016,04:00 PM PROJECT TITLE: 13010 SW 68TH PKWY PROJECT ID: 318CF80C Name: NW PHOTON ENERGY Designed by None Address: None RM-BALLASTED FLAT ROOF City,State: Portland,OR,97223 378-335 Watt Panels Module: Custom Custom 12225 Sq Ft. 335 Watts 126.6 kWs UNVALIDATED MODULE SIZE-The module selected was based on a typical or custom module size.DO NOT USE this information to purchase or install without verifying the exact module dimensions. ENGINEERING REPORT Plan review Average PSF: 4.52 lbs/ft2 Total Number of Modules: 378 Total KW: 127 KW Total Area: 12225 ft2 Total weight on roof: 55266 lbs -Racking weight: 1729 lbs -Module weight: 18753 lbs -Ballast weight: 34784 lbs -Max Bay Load(Dead): 181 lbs -Max Bay Load(Dead+Snow): 349 lbs Loads Used for Design -Building Code: ASCE 7-10 -Wind Speed: 110 mph -Ground Snow Load: 10 psf -Roof Snow Load: 7.56 psf -Seismic(Ss): 0.99 -Wind Exposure: B Loads Determined by Zip -City,State: Portland,OR -Wind Speed: 110 mph Special Wind Inspection Region RM-BALLASTED -Ground Snow Load: 10 psf Product: FLAT ROOF Module Manufacturer: AUO Model: PM072MW0 335W Module Watts: 335 watts Module Length: 77.00" Module Width: 39.05" Module Thickness: 1.57" Module Weight: 49.61 lbs Ballast Block Weight: 32 lbs Max Blocks per Bucket: 4 Building Height: 30 ft Roof Type: Other Parapet Height: None Average PSF: 2 ,s/112¢ Minimum Seismic Separation: -Array to Array: 4 in Total Number of Modules: 378 -To Obstruction or Parapet: 9 in Total KW: 126.6 KW -To Roof Edge(no Parapet): 13 in Total Area: 12225 ft2 Total weight on roof: 55266 lbs Max Array Dimensions(Seismic): -Racking weight: 1729 lbs -NS Dimension: 202 ft -Module weight: 18753 lbs -EW Dimension: 219 ft -Ballast weight: 34784 lbs RM PRODUCT ASSUMPTIONS RM-Ballasted Flat Roof Systems 1.Importance Factor=1 2.Building Height<_60 ft. 3.Roof Slope>_1.2°and<3° 4.Topographic Factor(Kzt)=1 5.ASCE 7-05:Basic Wind Speed:85-150 mph(IBC 2006/ASCE 7-05).Wind Exposure:B or C. 6.ASCE 7-10:Basic Wind Speed:110-180 mph(IBC 2012/ASCE 7-10).Wind Exposure:B or C. 7.Ballast Calculations are based on ASCE 7-05&ASCE 7-10 load combinations and product specific wind tunnel testing per ASCE 7-05 and ASCE 7-10 8.Ground Snow Load:0-60 psf.(Reduction can be input if this is acceptable with your local building authority).Results are based on uniform snow loading and do not consider unbalanced,drifting,and sliding conditions. 9.Roof Snow Load:Reduction calculated per Section 7.3 of ASCE 7-05 with the following assumptions:Exposure factor=0.9,Thermal factor=1.2,Importance factor=1.Please verify these are appropriate for your site before using the max bay loads reported above. 10.Dead Load Due to Racking:3.5 lbs.per ballast tray 11.Module Gaps(EMI):0.25 in. 12.Seismic:Installations must be in seismic site class A,B,C,or D as defined in IBC 2006/ASCE 7-05. SEAOC PV1-2012 describes Structural Seismic Requirements for Rooftop Photovoltaic Arrays Minimum Separation Distance:SEAOC PV1-2012 prescribes a minimum separation distance for unattached PV arrays on rooftops. Array Size Limits for Seismic:SEAOC PV1-2012 limits the size of an unattached array by the design strength of the system connections. Assumptions: 1.For Unattached Rooftop Photovoltaic Arrays 2.Array Importance Factor,Ip=1.0 3.Building Importance Factor,le=1.0 4.Site Class=D 5.Separation(S)is to a qualified parapet or rooftop obstruction 6.Array to Array Minimum Distance=0.5*S 7.Array to Unqualified Parapet Minimum Distance=1.5*S 8.Ss:Spectral response acceleration parameter at short periods per ASCE 7-05 9.Sds:Design,5 percent damped spectral acceleration parameter at short periods per ASCE 7-05 10.A minimum module return flange of 0.9in(when using 1-3/4 in.clip bolts)is required for all RM installations 11.A minimum module return flange of 0.65in(when using 2 in.clip bolts)is required for all RM installations 12.Coefficient of friction used for calculations=0.4