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Specifications OFFICE COP 'are2b241-C 049 Project: 72nd and Baylor Solar Date: 2/11/20 11600 SW 72nd Ave CE! Page: 1/25 Tigard, OR 97223 ! Client 7.72la777: 2BY=Randy Feldhaus JAN 2 6 2021 Job #: 220070 CITY OF TIGARD STRUCTURAL CALC uLATiuNS 72nd and Baylor Solar Description: A solar array will be added to the roof of the 72nd and Baylor apartment building located at 11600 SW 72nd Ave in Tigard, OR 97223. The scope of these calculations includes design of solar support (using XR1000 rails) and design of attachment to the sleepers. Design of sleepers and roof framing are outside the scope of this calculations package. �1 APPROVED 0REVISE&RESUEMIT Design Parameters: Snow Load = 25 psf ❑REVISE AS NOTED ❑REJECTED Wind = 98 MPH, Exposure B This9hypith the esirevg conce forpt and information given enin compatibility lho with the design tints and information given and the Con include h Documents Only. Review of a je item shall not Solar Array = 4 psf include the review of an assembly of which the item isa component. The Contractor is responsible for ensuring that the assembly reviews,and not only specific assembly items,have been ` t U C T U q4 submitted for approval �gE,D PROFfs ABHT Structural Engineers „h��syGINEe�SrQ Reviewed 01/13/2021 Date I , 25PE r % 4'23 19g� 1v 9,e- J, � EXPIRE /.. /Zi LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON LIMITED FIELD MEASUREMENTS AND OBSERVATIONS WHERE EXISTING FINISHES AND/OR OBSTRUCTIONS DID NOT PROHIBIT ACCESS. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. 220070 February 11, 2020 Engineer Contact:Jesse Wolfe,P.E. Engineer of Record: Robert Grununel,P.E., S.E. Grunarnel Engineering LLC—920 SW 3'd Ave., Suite 200,Portland, OR 97204-Phone:(503)244-7014 • Project: 72' and Baylor Solar Date: 2/11/20 11600 SW 72nd Ave Page: 2/25 Tigard, OR 97223 By: JJW Client: Randy Feldhaus Job #: 220070 god- N : Zs(4- WLrJ17 L c'i CPLc A -7-Ito MNr 1 rZ r3= (8 ft)(6.5 ft/2)=26 s.f. Z< Cam.,) -a 1 kZY ka kt V ti bh- �5 lt `. 6 -re, NMI / A7AK(.a 1° o6A(,P � r/= (a `'' 7 . (f,CF,...,�NAM - rA"-ro- AV G or (GCii,,)N rr�-e.�. - ,..6 Zc1 �! - r c < kJ45 / < 4-‘.4c 3 c 11%1/4) 6( 1 63 z t ) = 2.� = + 1, 1 — 2F`; VPL<'r 971 Z. x 26 s.f 1409 lb C A `' 845 lb ``: J Grummel Engineering LLC-920 SW 3rd Ave.,Suite 200,Portland,OR 97204-Phone:(503)244-7014 Project: 72°a and Baylor Solar Date: 2/11/20 11600 SW 72nd Ave Page: 3/25 Tigard, OR 97223 By: JJW Client: Randy Feldhaus Job #: 220070 Ci-I�C k ri<utiJR 'TIC XRt00v C UIC v t ry rx= SH•2� x 26 zo.(P - 1411b ' 59.2 K 26 v 8 832 lb {Ms - 14111; CIS 2538Ib-in _ 832 lb 2538 lb-in = 716Ib/ea. , I' 11) { 716 lb/ea. A r (L-=. 'Z1z.0 • Grummet Engineering LLC-920 SW 3b Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 , Project: 72' and Baylor Solar Date: 2/11/20 11600 SW 72nd Ave Page: 4/25 Tigard, OR 97223 By: JJW Client: Randy Feldhaus Job #: 220070 1-6.;5. 0 Dt------,r 1 Lot I RJFj . 26sf' ii '1 `' 1 y wtI = 563. ! (5 (. L.-1 (3,sPA,.)-) I. C Z. 26 ` - 754 lb ?" 26 1061-- ' 1 J a - C,r"3[,, ' I /l•-k " 189 1b I'1- ' 1014 1b M*- ` b . f �1 l�I'(z) r = 474 •Ib-ft V7 ! r 253 lb Ar ., . U ,37 r 0/ ,� .,` - 562 lb-ft M "• `637 lb-ft Nn`,-T " P(g Y li t i?jti f 'i 756 lb-ft 0,- 4.1 _ = _ 830 lb-ft r (r r-(ft,f ,- c 'K VF 2 Fr.it,-q texas'( .- 1013 lb-ft R �69 ( // 7 N .y 0dey/ ` /5ili i) • F d# 7 /f'j r dtet/ 1 c)(z-S1 akl 3 tti " f1= 141 lb tti' 2538 lb-in X M-_- `' —'� >}' I f `� z 7 - T.= Ay 1269Ib-in -- `= lc >T ..,,.,Sr ' bi - 1 P 1 ., 3 ,1269 lb-in <= 70 psi M (1269 lb-in ,(Ht.tic- `z'` C tv,(40 ` c - 1 `m I, 362 lb --, a•A(,, .1 Cam, t, 2''x 1 SK 6 5c - .7 44 t'J e.tt t./ Grummet Engineering LLC—920 SW 3m Ave.,Suite 200,Portland,OR 97204-Phone: (503)244-7014 5/25 29.4.2.2 Roofs of Isolated Circular Bins, Silos, and where Tanks. The net design pressures on the roofs of circular bins, silos, and tanks shall be determined from Eq. (29.4-4): Yp=min(1.2,0.9+hp,/h); Y,=max(0.6+0.064,0.8); and p=gh(GCp- (GCpi))(lbift2) (29.4-4) YE=1.5 for uplift loads on panels that are exposed and within a distance 1.5(Lp) from the end of a row at an exposed edge of the array; YE=1.0 elsewhere for p=qh(GCp-(GCpi))(Nfm2) (29.4-4.si) uplift loads and for all downward loads,as illustrated where in Fig. 29.4-7. A panel is defined as exposed if di to qh=.velocity pressure for all surfaces evaluated at mean roof the roof edge >0.5h and one of the following applies: height h; 1. di to the adjacent array> max(4h2,4 ft(1.2m) Cp=external pressure coefficient from Fig. 29.4-5 for roofs; dor 2 (GC pi)=internal pressure coefficient for roofed structures from 2• d2 to the next adjacent panel> max(4h2, 4 ft Section 26.13, and (1.2m). G=gust-effect factor from Section 26.11. (GCm)noro=nominal net pressure coefficient for rooftop solar panels as2 _determined termined from Fig. _9.4 7. The external pressures on the conical, flat, or dome roofs (roof angle less than 10°)of circular bins,silos,or tanks shall be equal to When,(6.4<2°, h2 provided<0.83 ft between(0.25 m), and a minimum gap of the external pressure coefficients,Cp;given in Fig.29.4-5 for Zones 0.25 in. between is all panels,and the spacing 1 and 2. The external pressures for dome roofs(roof angle greater of gaps panels does not exceed ft (2.04 m), the than 10°) shall be determined from Fig. 27.3-2. procedure of Section 29.4.4 shall be permitted. The roof shall be designed for both of the following: 29.4.2.3 Undersides of Isolated Elevated Circular Bins,Silos, for the underside 1. The case where solar collectors are present.Wind loads acting and Tanks. External pressure coefficients Clearance height, C, on solar collectors in accordance with this section shall be of elevated circular bins,silos,or tanks with c above ground less than or equal to the solid cylinder height,H, applied simultaneously with roof wind loads specified in shall be taken as 0.8 and -0.6. For structures with clearance other sections acting on areas of the roof not covered by the height above ground of less than or equal to one-third of the plan projection of solar collectors. For this case, roof wind cylinder height,use linear interpolation between these values and loads specified in other sections need not be applied on areas Cp=0.0 according to the ratio of C/h,where C and h are defined of the roof covered by the plan projection of solar collectors. as shown in Fig. 29.4-4. 2. Cases where the solar arrays have been removed. • 29.4.2.4 Roofs and Walls of Grouped Circular Bins, Silos, 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on and Tanks. For closely spaced groups of three or more circular bins, silos,or tanks with center-to-center spacing less than 1.25D, pBuildings of All Heightslar and Roofc Slopes.e. The design wind roof pressure coefficients, Cp, and drag force coefficient, Cr, on enclosed for dis rooftop solar panels ghts,with panelsd on enclosed or thetroo 29.4-6. enclosed buildings of all heights,with parallel to the roof projected walls shall be calculated using Fig.29.4-6.The net design surface,with a tolerance of 2°and with a maximum height above pressures on the roofs shall be determined from Eq. (29.4-4). The the roof surface, h2, not exceeding 10 in. (0.25 m) shall be overall drag shall be calculated based on Eq. (29.4-1). determined in accordance with this section. A minimum gap of 29.4.3 Rooftop Solar Panels for Buildings of All Heights 0.25 in. (6.4 mm)shall be provided between all panels,with the with Flat Roofs or Gable or Hip Roofs with Slopes spacing of gaps between panels not exceeding 6.7 ft(2.04 m).In Less Than 7°. As illustrated in Fig. 29.4-7, the design wind addition,the array shall be located at least 2h2 from the roof edge, pressure for rooftop solar panels apply to those located on a gable ridge,or a hip ridge.The design wind pressure for rooftop enclosed or partially enclosed buildings of all heights with flat solar collectors shall be determined by Eq. (29.4-7): roofs, or with gable or hip roof slopes with 0<7°, with panels conforming to: P=gh(GCp)(YE)(ye)(lb/ft2) (29.4-7) LP<6.7 ft (2.04 m), CO<35°, hi <2 ft (0.61 m), P=gh(GCp)(YE)(Y°)(NA2) (29.4-7.si) h2<4 ft (1.22 m), where with a minimum gap of 0.25 in. (6.4 mm)provided between all (GCp)=external pressure coefficient for C&C of roofs with panels, and the spacing of gaps between panels not exceeding respective roof zoning, determined from Figs. 30.3- 6.7 ft (2.04 m). In addition, the minimum horizontal clear 2A-I through 30.3-7 or 30.5-1; distance between the panels and the edge of the roof shall be YE=array edge factor = 1.5 for uplift loads on panels that the larger of 2(h2 -hp,) and 4 ft(1.2m)for the design pressures are exposed and within a distance 1.5(Lp) from the end in this section to apply. The design wind pressure for rooftop of a row at an exposed edge of the array; YE=1.0 solar panels shall be determined by Eq. (29.4-5) and (29.4-6): elsewhere for uplift loads and for all downward loads, 2 as illustrated in Fig. 29.4-7. A panel is defined as p=qh(GC, )(lbift ) (29.4-5) exposed if di to the roof edge>0.5h and one of the following applies: P=gh(CrCr )(N2) (29.4-5.si) 1. di to the adjacent array>4 ft (1.2 m) or where 2. d2 to the next adjacent panel>4 ft. (1.2 m); ), =solar panel pressure equalization factor, defined in (GCr„)=(Yp)(Y°)(YE)(GCry,),0 , (29.4-6) Fig. 29.4-8. Minimum Design Loads and Associated Criteria for Buildings and Other Structures 327 6/25 Diagrams r- 2h 1-- WL --a 21; Solar Lp 2h' i - ©- - - - 0 Panel r♦ 4(� W pl p Ip I I I I I I, _hi I 1 I 011 2h - i O — �O Roof Building Roof Plan 'Ground h h, Building Elevation Nominal Net Pressure Coefficients (GCrn)nom 3.6 3.6 3.4 3.4 11 32 3.0 . E30 . O E 24 1b Q 21 E z.a 1r1 08 e E 1 0.6 0 • S 01 0.15 2 p 0.10 0.1 s1 10 100 5001000 5000 O11 10 100 5001000 5000 Normalized Wind Area,A Normalized Wind Area,A 0° ros5° 15°sw <_35° Array Edge Factors,YE Edge of Adjacent Solar Array EXAMPLE PLAN or Building Edge \ Where: 1)d,>0.5h and d,>max(4h,,4ft) _ 1 — — 2)d,<max(4h,,4ft) A d I . NORTH 1 I LEGEND d d r� �%, dl Non Exposed Solar Collectors(rr = 1.0) 1 %� _ VA Exposed Solar Panels(yr= 1.5) minim 1.Sli typ ger Solar Panel ,,,,,, ` „......„(--Roof I A d Row of Solar Panels L Section A-A Solar Panel Plan FIGURE 29.4-7 Design Wind Loads(All Heights): Rooftop Solar Panels for Enclosed and Partially Enclosed Buildings, Roof 0<7° continues 330 STANDARD ASCE/SEI 7-16 IRONRIDGE XR100;Q5 Rail See Descri•tion / Lengt• 100 I I 01:4 - .46• f 1JL1 Rail Section Properties Property Value Total Cross-Sectional Area 0.807 in2 Section Modulus (X-axis) 0.530 in3 Moment of Inertia (X-axis) 0.843 in4 Moment of Inertia (Y-axis) 0.182 in4 2'88 Torsional Constant 0.436 in3 3.00 2.53 Polar Moment of Inertia 0.330 in4 .58 1.57 - Clear Part Black Part Description/ Length Material Weight Number Number XR-1000-132A XR-1000-132B XR1000, Rail 132" (11 Feet) 10.97 lbs. XR-1000-168A XR-1000-168B XR1000, Rail 168" (14 Feet) 6000-Series 13.96 lbs. XR-1000-204A XR-1000-204B XR1000, Rail204" (17 Feet) Aluminum 16.951bs. v1.0 1495 Zephyr Avenue IRONRIDGE HaywalfAA94544 1-800-227-9523 I ron Ridge.com Attn: Corey Geiger, COO, IronRidge Inc. Date: July, 30th 2018 Re: Structural Design Compliance and Allowable Span Certification for IronRidge Tilt Mount Solar Racking System for Flat Roof Applications The IronRidge Tilt Mount System certified in this letter is for use on flat or low pitched roofs with slopes of no more than 6 degrees from the horizontal. The south side of the Tilt Mount System is supported by the IronRidge South Leg, which includes two pre-assembled aluminum angles. The north side is supported by the IronRidge North Leg, which consists of an aluminum U-foot base and a square 1.5" by 1.5" cross-section vertical leg. Both the South and North Legs shall be connected to roof attachments or directly anchored to underlying roof members via use of appropriate fasteners. IronRidge XR Rails run east and west and are used on both the north and south sides of the Tilt Mount System to provide direct support for solar modules. XR Rails fasten to the North and South Legs using hardware found in the Tilt Leg Kits. The section views of the Tilt Mount System included in Exhibit 0008 are for illustrative reference. The IronRidge Tilt Mount System is designed to accommodate module tilts ranging from 4 degrees to 30 degrees relative to the roof surface. All components of the IronRidge Tilt Mount System are to be installed in a workmanlike manner, following generally accepted standards of construction and industry best practices, and as described in the Tilt Mount Installation Manual (found on the IronRidge website). The IronRidge Tilt Mount System was developed in compliance with the structural requirements of the following reference standards, and certified to the same standards for the load conditions listed in the allowable span charts included in this letter: •ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures • 2012 International Building Code • 2014 Oregon Structural Specialty Code • 2010 Aluminum Design Manual The allowable span charts included in this letter provide the maximum span of a Tilt Mount System allowed under a particular load condition. Each span chart covers the chosen rail and wind exposure category, and includes the entire range of allowable snow and wind loads, roof zones 1-3, and tilt angles in 5 degree increments going up to 30 degrees. The span charts shall be used when the following conditions are met: 1. The underlying roof pitch is 6 degrees or less relative to the horizon and the maximum module tilt (the angle between module and roof surface) is 30 degrees or less. 2. The Tilt Mount System is designed as a Risk Category II structure as defined by ASCE 7-10 Table 1.5-1. 3. The building height (the distance from the grade to the building eave) is 30 feet. 4. Span charts are calculated for a module size of 67.5" by 40" and in a portrait layout condition. ©2018 IronRidge, Inc. OR Tilt Mount System Certification Letter-1 IRONRIDGE HayWa ,94544 1-800-227-9523 IronRidge.com The parameters and adjustments used in the span charts are defined as the following: 1. The tilt used in the span chart shall be calculated as the angle between the solar module surface and the roof surface. 2. For any tilt not listed in the span charts, but no greater than 30°, the user can round up to the next higher 5° increment(e.g. if one is designing to a tilt angle of 12°, use the row for 15° in the span table.) except for tilts between 25° and 27°, in which the user shall use the results of 25°. 3. Wind speed selection shall conform to ASCE 7-10 Fig. 26.5-1A (Risk Category II wind) and state & local county/city amendments to IBC, if any. No special wind topographic features are included and the topographic coefficient (Kzt) is taken as 1.0. 4. The snow load used in the charts is the ground snow load and shall conform to ASCE 7-10 Fig. 7.1 and state & local county/city amendments to IBC, if any. No roof snow drift or unbalanced snow load conditions are included. 5. Roof zone size and definition conforms to ASCE 7-10 Fig. 30.4-2A. 6. It has been calculated that the seismic load is not in control of the Tilt Mount System allowable span compared to the wind or snow loads, or their combinations. 7. Allowable span length in the charts may be multiplied by a factor of 1.08 if the rails are continuous over a minimum of three spans. 8. An array to roof clearance of 2 inches minimum must be provided. 9. The maximum cantilever allowed at the end of a rail is 40% of the maximum span shown in the tables included in this letter. 10. No splices are allowed in the end spans or the middle 1/3 of interior spans. 11. For load and tilt conditions associated with shaded cells in the span charts below, UFO Mid Clamps shall not be installed less than 20 inches from Roof Zone 3. • ©2018 IronRidge, Inc. OR Tilt Mount System Certification Letter-2 ,4k, IR®NR�D�E f~ 1495Zeph�br29venue Hayward, CA 94544 1-800-227-9523 IronRidge.corn The IronRidge Tilt Mount System span charts are developed without considering the structural adequacy of roof attachments or underlying roof members. The structural performance of those components shall be analyzed or verified by a third party engineer.Also, it is the responsibility of the installer or building owner to verify the capacity of the chosen PV module in regards to the applied or resultant loads of any chosen array configuration. Sincerely, _,. t-n 2.,.r e 7/ c/,8 \4 t ,;7i' CC?t� tt> y at}. 12 ��ti Gang Xuan, PE, LEED AP Senior Structural Engineer ©2018 IronRidge,Inc. OR Tilt Mount System Certification Letter-3 XR1000 Tilt Mount Allowable Span Chart(inches) No Anchor Wind Exposure Category B Wind Tilt(degs. Snow:0 PSF 10 PSF 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 11/2530 PSF Speed (mph) from roof) Zone 1 Zone 2 Zone 3 Zone 1 Zone? Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone? Zone 3 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 5 145 133 107 123 123 107 104 104 104 100 100 100 88 88 88 79 79 79 72 72 72 67 67 67 63 63 63 59 59 59 10 138 122 99 116 116 99 ) 97 97 97 90 90 90) 80 80 80 72 72 72 66 66 66 62 62 62 58 58 58 54 54 54 110 15 131 111 90 110 110 90 92 92 90 85 BS L allowable = (97+90)12*1.08 = 101 58 58 54 54 54 51 51 51 20 123 102 83 106 102 83 89 89 83 83 83 �� 58 58 54 54 54 51 51 51 25 116 97 79 103 97 79 88 88 79 82 82 L max = 8' = 96 59 59 55 55 55 52 52 52 30 109 109 109 101 101 101 87 87 87 82 82 61 61 57 57 57 54 54 54 5 141 127 102 121 121 102 103 103 102 99 99 99 88 88 88 79 79 79 72 72 72 67 67 67 63 63 63 59 59 59 10 133 117 95 114 114 95 96 96 95 89 89 89 80 80 80 72 72 72 66 66 66 62 62 62 58 58 58 54 54 54 115 15 127 107 86 108 107 86 91 91 86 84 84 84 75 75 75 68 68 68 62 62 62 58 58 58 54 54 54 51 51 51 20 118 98 79 104 98 79 88 88 79 82 82 79 75 75 75 68 68 68 62 62 62 58 58 58 54 54 54 51 51 51 25 112 93 76 101 93 76 87 87 76 81 81 76 74 74 74 69 69 69 63 63 63 59 59 59 55 55 55 52 52 52 30 106 106 106 98 98 98 86 86 86 81 81 81 75 75 75 70 70 70 65 65 65 61 61 61 57 57 57 54 54 54 5 136 122 98 119 119 98 102 102 98 98 98 98 88 88 88 79 79 79 72 72 72 67 67 67 63 63 63 59 59 59 10 129 112 91 112 112 91 95 95 91 88 88 88 80 80 80 72 72 72 66 66 66 62 62 62 58 58 58 54 54 54 120 15 123 102 82 106 102 82 89 89 82 83 83 83 75 75 75 68 68 68 62 62 62 58 58 58 54 54 54 51 51 51 20 115 94 76 102 94 76 87 87 76 81 81 76 74 74 74 68 68 68 62 62 62 58 58 58 54 54 54 51 51 51 25 108 89 72 99 89 72 85 85 72 80 80 72 74 74 72 68 68 68 63 63 63 59 59 59 55 55 55 52 52 52 30 102 102 102 96 96 96 84 84 84 80 80 80 74 74 74 69 69 69 65 65 65 61 61 61 57 57 57 54 54 54 5 128 113 90 114 113 90 99 99 90 96 96 90 87 87 87 79 79 79 72 72 72 67 57 67 63 63 63 59 59 59 10 121 103 84 108 103 84 92 92 84 86 86 84 79 79 79 72 72 72 66 66 66 62 62 62 58 58 58 54 54 54 130 15 115 94 77 102 94 77 87 87 77 81 81 77 74 74 74 58 68 68 62 62 62 58 58 58 54 54 54 51 51 51 20 107 86 70 98 86 70 84 84 70 79 79 70 73 73 70 67 67 67 62 62 62 58 58 58 54 54 54 51 51 51 25 101 82 67 95 82 67 83 82 67 78 78 67 72 72 67 67 67 67 63 63 63 59 59 59 55 55 55 52 52 52 30 96 95 95 92 92 92 87 82 82 77 77 77 72 72 72 67 67 67 63 63 63 60 60 60 57 57 57 54 54 54 5 120 105 84 110 105 84 96 96 84 94 94 84 86 96 B4 79 79 79 72 72 72 67 67 67 63 63 63 59 59 59 10 114 96 78 104 96 78 90 90 78 84 84 78 77 77 77 72 72 72 66 66 66 62 62 62 58 58 58 4 54 54 54 140 15 108 88 71 98 88 71 85 85 71 79 79 71 73 73 71 67 57 67 62 52 62 58 58 58 54 54 54 51 51 51 20 101 80 65 94 80 65 82 80 65 77 77 65 71 71 65 66 66 65 62 62 62 58 58 58 54 54 54 51 51 51 25 95 77 62 91 77 52 80 77 62 75 76 62 70 70 62 65 65 62 62 62 62 58 58 58 55 55 55 52 52 52 30 90 89 89 88 88 88 79 79 79 75 75 75 70 70 70 66 66 66 62 62 62 59 59 59 56 56 56 54 54 54 5 114 98 78 106 98 78 94 94 78 92 92 78 84 R4 78 78 78 78 72 72 72 67 67 67 63 63 63 59 59 59 10 107 90 73 100 90 73 87 87 73 82 82 73 75 75 73 70 70 70 66 66 66 62 62 62 58 58 58 54 54 54 150 15 102 82 67 95 82 67 82 82 67 77 77 67 71 71 67 66 66 66 62 62 62 58 58 58 54 54 54 51 51 51 20 95 75 61 90 75 61 79 75 61 75 75 61 69 69 61 65 65 61 61 61 61 58 58 58 54 54 54 51 51 51 25 90 72 58 87 72 58 78 72 58 74 72 58 68 68 58 64 64 58 60 60 58 57 57 57 55 55 55 52 52 52 30 85 63 83 84 83 83 76 76 76 73 73 73 68 68 68 64 64 64 61 61 61 58 58 58 55 55 55 53 53 53 5 108 92 74 103 92 74 91 92 74 90 90 74 82 82 74 77 77 74 72 72 72 67 67 67 63 63 63 59 59 59 10 101 84 69 96 84 69 85 85 69 80 80 69 74 74 69 69 69 69 65 65 65 61 61 61 58 58 58 54 54 54 160 15 97 77 62 91 77 62 80 77 62 76 76 62 70 70 62 65 65 62 61 61 61 58 58 58 54 54 54 51 51 51 20 90 71 57 87 71 57 77 71 57 73 71 57 68 68 57 63 63 57 50 60 57 57 57 57 54 54 54 51 51 51 25 85 67 55 84 67 55 75 67 55 71 67 55 67 67 55 63 63 55 59 59 55 56 56 55 54 54 54 52 52 52 30 80 78 78 80 78 78 73 73 73 70 70 70 66 66 66 62 62 62 59 59 59 57 57 57 54 54 54 52 52 52 5 102 86 69 99 86 69 89 86 69 88 86 69 81 81 69 75 75 69 71 71 69 67 67 67 63 63 63 59 59 59 10 96 79 65 93 79 65 82 79 65 78 78 65 72 72 65 68 68 65 64 64 64 60 60 60 58 58 58 54 54 54 170 15 92 73 59 88 73 59 78 73 59 74 73 59 68 68 59 64 64 59 60 60 59 57 57 57 54 54 54 51 51 51 20 85 66 54 84 66 54 75 66 54 71 66 54 66 66 54 62 62 54 59 59 54 56 56 54 53 53 53 51 51 51 25 80 63 52 80 63 52 73 63 52 69 63 52 65 63 52 61 61 52 58 58 52 55 55 52 53 53 52 51 51 51 30 76 74 74 76 74 74 71 71 71 68 68 68 G4 54 64 61 61 61 58 58 58 55 55 55 53 53 53 51 51 51 5 98 82 65 96 82 65 86 82 65 85 82 65 79 79 65 74 74 65 70 70 65 66 66 65 63 63 63 59 59 59 10 91 75 61 90 75 61 80 75 61 76 75 61 71 71 61 66 66 61 63 63 61 59 59 59 57 57 57 54 54 54 180 15 87 69 56 85 69 56 76 69 56 69 56 67 67 56 62 62 56 59 59 56 56 56 56 53 53 53 51 51 51 20 81 63 51 81 63 51 73 63 51 69 63 51 65 63 51 61 61 51 58 58 51 55 55 51 52 52 51 50 50 50 25 76 50 49 76 60 49 70 60 49 67 60 49 63 60 49 60 60 49 57 57 49 54 54 49 52 52 49 50 50 49 30 72 70 70 72 70 70 69 69 69 66 66 66 62 62 62 59 59 59 57 57 57 54 54 54 52 52 52 50 50 50 IronRldge Tllt Mount System Certification letter A �� W LOEDtM aTEROALS o IENOONEERIINOo �aGo 980 415t Street Tel: (510) 8190 Oakland, CA 94608 FAX: (510) 420-8186 e-mail: info@appmateng.com May 9, 2011 Revised on 12/13/2011 to Include Tensile Strength Tests Mr. Stewart Wentworth Project Number 111204C QUICK MOUNT PV 936 Detroit Avenue, Suite D Concord, CA 94518-2539 Subject: Low Slope Mount QMLSH-12 Hardware Load Testing Dear Mr. Wentworth: As requested,Applied Materials & Engineering, Inc. (AME)has completed load-testing the QMLSH-12 hardware. The purpose of our testing was to evaluate the shear and tensile load capacity of the QMLSH- 12 hardware attached to a commercially available 2"x4" Douglas Fir rafter. SAMPLE DESCRIPTION Nine (9) mockup samples were delivered to our laboratory on April 20, 2011. Mockup configuration consisted of three 16" long rafters at 7"o.c., screwed to 1/2" Structural 1 plywood. The 12" (finished height) Quick Mount Standoff(QMSO)hardware is attached through the plywood into the rafter with two 5/16"x3" lag bolts torqued to 15ft-lbs. Product hardware details are provided in Appendix B. TEST PROCEDURES & RESULTS 1. Shear Strength Parallel to Rafter Three samples were tested for shear strength on May 5, 2011 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a shear load was applied to the 5/16"xl" machine bolt connected to the aluminum standoff. The samples were loaded parallel to rafter at a constant rate of axial deformation of 0.01 in./min. without shock until failure occurred. Based on the above testing, the average ultimate shear load, parallel to rafter, of the QMLSH-12 hardware in Douglas Fir was determined to be 519 lbf. The specific gravity and moisture content of the rafter was tested in accordance with ASTM D2395, Method A(oven-dry). The average specific gravity and moisture content was determined to be 0.477 and 11.5%, respectively. Detailed results are provided in Table I. Test setup and mode of failure are provided in Appendix A. Page 1 of 13 APPLE) IV1.AT OAR A EINNE QlNG9 OR IQ 13/25 \1r. `qr1;111 \fi;',1k% ith 're3u'�r ''vPrilt ai 24) it ()I I( K \i( i \ P\; 7_t,1! ( )\il.�il-;2 ! as 1 ,.111 fizz `). tt' 2. Shear Strength Perpendicular to Rafter Three samples were tested for shear strength on May 5, 2011 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a shear load was applied to the 5/16"x 1" machine bolt connected to the aluminum standoff. The samples were loaded perpendicular to rafter at a constant rate of axial deformation of 0.01 in./min. without shock until failure occurred. Based on the above testing, the average ultimate shear load,perpendicular to rafter, of the QMLSH-12 hardware in Douglas Fir was determined to be 377 Ibf. The specific gravity and moisture content of the rafter was tested in accordance with ASTM D2395. Method A (oven-dry). The average specific gravity and moisture content was determined to be 0.467 and 11.4%, respectively. Detailed results are provided in Table II. Test setup and mode of failure are provided in Appendix A. 3. Tensile Strength Three samples were tested for tensile strength on June 29, 2011 using a United Universal testing machine. Samples were rigidly attached to the testing machine and a tensile load was applied to the 5/16"xl" machine bolt connected to the aluminum post. The samples were loaded in tension at a constant rate of axial deformation of 0.05 in./min. without shock until failure occurred. Based on the above testing, the average ultimate tensile load of the QMLSH-12 hardware in Douglas Fir was determined to be 3031 lbf. The specific gravity and moisture content of the rafter was tested in accordance with ASTM D2395. Method A (oven-dry). The average specific gravity and moisture content was determined to be 0.436 and 20.9%. respectively. Detailed results are provided in Table Ill. Test setup is shown in Appendix C. If you have any questions regarding the above, please do not hesitate to call the undersigned. Respectfully Submitted. APPLIED MATERIALS & ENGINEERING,INC. Reviewed By: ofESSi8044 4PhD le,40.3.854+ aiy yaz ., P.E. Laboratory ManagerExp' * Princip l sryT ciV%‘co )F c F Page 2 of 13 I PPUED WATEMAL8 ERI3NEEROWL MC. 14/25 TABLE I LOW SLOPE MOUNT QMLSH-12 12" FINISHED HEIGHT SHEAR LOAD PARALLEL TO RAFTER TEST RESULTS PROJECT NUMBER 111204C ULTIMATE RAFTER RAFTER SAMPLE SHEAR LOAD MOISTURE SPECIFIC FAILURE ID PARALLEL TO CONTENT (%) GRAVITY MODEL' RAFTER(LBF) 12PARA-1 553 11.3 0.472 AL Base Collar Cracked 12PARA-2 484 11.8 0.479 AL Base Collar Cracked 12PARA-3 520 11.4 0.480 AL Base Collar Cracked AVERAGE 519 11.5 0.477 Upper bolt. 18" standoff V all = 519*(12/18)/2.0 = 173 lb V Max = 147# (ult, per calcs) Page 3 of 13 WPM) MATEROAL8 A C NONEE[°aNO, d��o 15/25 TABLE II LOW SLOPE MOUNT QMLSH-12 12" FINISHED HEIGHT SHEAR LOAD PERPENDICULAR TO RAFTER TEST RESULTS PROJECT NUMBER 111204C ULTIMATE RAFTER RAFTER SAMPLE SHEAR LOAD MOISTURE SPECIFIC FAILURE ID PERPENDICULAR CONTENT (%) GRAVITY MODE TO RAFTER(LBF) Plywood 12PERP-1 344 11.3 0.471 Buckled/Bent Machine Bolt Plywood 12PERP-2 330 11.6 0.452 Buckled/Bent Machine Bolt Plywood 12PERP-3 456 11.3 0.477 Buckled/Bent Machine Bolt AVERAGE 377 11.4 0.467 18" standoff Vall = 377*(12/18)/2.0 = 125 lb NOT APPLICABLE: QUICKMOUNT ATTACHED TO SLEEPER THEREFORE PLYWOOD BUCKLING/FAILURE WILL NOT BE A CONTROLLING CASE Page 4 of 13 MACE liATMRLt E ifN LEIih , i i©. 16/25 TABLE III LOW SLOPE MOUNT QMLSH-12 12" FINISHED HEIGHT TENSILE LOAD TEST RESULTS PROJECT NUMBER 111204C SAMPLE ULTIMATE RAFTER RAFTER FAILURE ID TENSILE LOAD MOISTURE SPECIFIC (LBF) CONTENT (%) GRAVITY MODE 7PULL-1 2807 20.7 0.402 Lag bolt pull-out 7PULL -2 3283 22.0 0.476 Lag bolt pull-out 7PULL -3 3003 20.0 0.430 Lag bolt pull-out AVERAGE 3031 20.9 0.436 18" standoff Tall = 3031*(12/18)/2.0 = 1010 lb Tmax = 845# Page 5 of 13 AMOR KATE OALa A f NM[=EG3Me flI© 17/25 APPENDIX A Page 6 of 13 AMMO fi'�C QALO EtoOKEIERNO. MC. • 18/25 LOW SLOPE MOUNT QMLSH-12 12" FINISHED HEIGHT SHEAR TEST SETUP PROJECT NUMBER 111204C United Load Orientation ' •,_ Lag Bolts , Machine Bolt Figure la. Shear Parallel to Rafter Figure lb. Shear Test Close-up United Load Orientation (N =t Figure 2a. Shear Perpendicular to Rafter Figure 2b. Shear Test Close-up Page 7 of 13 APPLIED MATERIALS i N( 0N[ C RINo INC. 19/25 LOW SLOPE MOUNT QMLSH-12 12" FINISHED HEIGHT FAILURE MODES PROJECT NUMBER 111204C - i s # $ sue Sy Figure 3. Cracked Aluminum Base Collar Shear Parallel to Rafter t B ! } e'r £Sb e Figure 4. Buckled Plywood Shear Perpendicular to Rafter Page 8 of 13 aPpLED MTERIALSf EaCORIECRING, MC. 20/25 APPENDIX B Page 9 of 13 APPUID MATIROALO ENCVNEERDM(% O © 21/25 LOW SLOPE MOUNT OMLSH-12 12" FINISHED HEIGHT HARWARE SPECIFICATION PROJECT NUMBER 111204C Quick M t Your Solution in Mounting Products Solar • H2O • Conduit • HVAC • Custom Low Slope Mount Specifications Machine Bolt SS 5/16"x1" C25Split Lock Washer SS 5/16" Post to aacurg lent -Racking included)g0eS 4E21" Fender Washer SS 5/16" Hardware here Bonded Sealing Washer SS 5116"x1 1/4" Aluminum Post 1 1/4"x6.5"or 8.5" (2)Lag Bolts Zinc 5/16'5(3" Aluminum Base Mount Hex Bolt Grade 8 5/16ax3/4" ') Instructions: 1.Locate• your desired mount placement,and • n r 1 mark the 2 points of penetration using the base as F / a template.Lags MUST penetrate into a rafter/structural • member,and use holes directly opposite each other in the • base plate. • a 2.Remove base and drill 2 pilot holes with a 7/32" • drill bit.Fill the pilot holes with an appropriate • sealant. • 3.Place the Grade 8 Hex Bolt in the bottom of the base plate,and attach the base plate to the roof with the 2 lag bolts. 4.Screw the post onto the Grade 8 Hex bolt in the base plate.attach the post-to-racking hardware to the top of the post for ease of location. 5.You are now ready to flash the mounts and attach racking to them. IMPORTANT-PLEASE READ: This product DOES NOT include flashing, and therefore is not waterproof by itself As the installer, it is your responsibility to make sure all roof penetrations are flashed properly? Lag pull-out(withdrawal)capacities(Ibs)in typical lumber: Lag Bolt Specifications Specific 2/ea 5/16"shaft 5+16"shaft Gravity per 25" per 1- thread depth thread depth Wug1a F,r urm `A 133C 266 Douglas Fe 3021. 96 1175 295 EnpeNw3M.Spruce,io4pewb Row Salome.Under,Behar*Cod.A.essan Wood Couwl MOO 18501£ggMr1 96 1175 235 Noses.)Thread Tryst eMedtlod m a r4Mr er ether 5Ru[Btal rwlrundea Horn.Fa 93 1960 212 Zr PWee664BMo irearp>mta a 16 eatery teeter vr...,e0Mea by Ore 5rorcan VAod • mere Fa iNorlllt n6 f175 215 tAufd $au1F<T RA! so 1535 sot 3,3aa lac forr0eaorea.ttito Kva. 5{uum.Pn¢.Fir 92 1DYr 206 Egwe,Pere.rote or a mlr n pet anti taper Baden a MR and ME:. so *3)0 2es 936 Detroit Ave Suite D,Concord,CA.94518 '.oft Phone:(925)687-6686 Fax:(925)687-6689 Email:info@quickmountpv.com www.quickmountpvcom Page 10 of 13 APPLIED MATENfiALO CGION ER O, lN©e 22/25 APPENDIX C Page 11 of 13 APPLLOEDD MATEROALS 6 [ N MCERON, OM�a 23/25 LOW SLOPE MOUNT OMLSH-12 12" FINISHED HEIGHT LOAD TEST SETUP PROJECT NUMBER 111204C • x Ae3 i9 Tensile Test Page 12 of 13 APPLO D G°1T I/ALS CNOONEI G31149s MC. 24/25 Report Revision History 12/13/2011 Page 2: Tensile strengths tests added Pages 1 & 3: Editorial revision Page 5: Table III added Page 11: Appendix C added Page 13 of 13 APPLE) MAQE[OAL A HOM G3OO % MC. 2700 Mitchell Dr., Bldg.2 November 20, 20 Quic���++k MountWalnut Creek,CA 94598 1 25 www.quickmountpv.com Engineering Letter - R C (D 925-478-8269 Stamped Engineering Test Reports Do Not Expire To whom it may concern, Quick Mount PV offers extensive testing for all our products conducted by a third-party licensed professional engineer. All our third-party engineering reports are stamped by a licensed professional engineer at the time the reports were prepared and do not expire. Our engineering reports continue to be valid as long as the professional engineer's license (date within the stamp) was valid when the reports were prepared (the report date). Even if the license has expired between the time the engineering reports were prepared and the time when a local agency reviews them,the reports do NOT need to be re-stamped with a current stamp. This information is written into California State law under the Professional Engineers Act within the Business and Professions Code (B&P Code §§ 6700-6799). The California Board for Professional Engineers and Land Surveyors (BPELS) provides further clarification of the code in their Guide to Engineering & Land Surveying for City and County Officials, page 12 section 27, which is cited below. 27. If the license has expired between the time the engineering documents were prepared and the time when the local agency's review is performed,do the documents need to be re-sealed by a licensee with a current license? (B&P Code §§ 6733, 6735, 6735.3,6735.4) As long as the license was current at the time the engineering documents were prepared, the documents do not need to be re-sealed prior to review by the local agency. However, any changes (updates or modifications) to the documents that are made following the review by the local agency would have to be prepared by a licensed engineer with a current license and those changes would have to be signed and sealed. It should also be noted that as of January 1, 2010 professional engineers are not required to include their license expiration date when they sign and stamp engineering documents only the date that they signed the document (B&P Code §§ 6735, 6735.3, 6735.4, 6764, 8750, 8761 & 8764.5). Links to all of the codes and guides referenced in this letter may be found online at quickmountpv.com under FAQ. Please submit any further questions to tech@quickmountpv.com. Sincerely, Ci 4P Jennifer D. Alfsen, BSME R&D Mechanical Engineer Quick Mount PV