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HomeMy WebLinkAboutB17-1037 029-163-002' �NOiNEERED: 1. Ra?,wo-tt '�J.OhRJTIOIdS: ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, STE. 204 .PASO ROBLES, CA 93446 (805)423-1326 PLAN CHECK RESPONSE MEMO - G. SMITH GROUND MOUNT Date: July 27, 2017 Project: G. Smith Solar Ground Mount 1259 School Street Richvale, CA 95974 EPS Job Number: 17-RAR007 To: Eric Fischer Rapid Rack, Inc. PERMIT # G 1% --10 J J BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE U 7 By From: Matthew Gilliss Engineered Power Solutions, Inc. (EPS) This memo is in response to the structural plan check correction items from the governing jurisdiction for the ground mount solar addition project (Building Permit Number B17-1037 from Efrain Revalcaba). Following are the responses. to the items in EPS's scope of work (structural comments). All other items are addressed by others. • (Structural Comments Item 1): This packet is a generic packet and covers multiple design conditions and foundation options. The 50 C -channel pile has been designed to be interchangeable with the W6x7 pile for the purpose of this packet/product and has been checked and found adequate for this specific project as well. The concrete footings shown on the plans consist of 36"x36" (30" deep) footings on the front piles and 21"x21" (30" deep) footings on the back piles (per sheet 11 of the. plans). This matches the requirements shown on page 19 of the Structural Documentation Packet for a 2 High - 60 Cell module system with 100 MPH wind speed and 0 psf snow load (noted as 3.0 ft. x 3.0 ft. for the front and 1.75 ft. x 1.75 ft. for the back). - Thank you'for assisting in making this a more complete set of plans and calculations. Please feel free J to contact us with any additional questions. Sincerely, Matthew B. Gilliss, P.E., LEED AP Engineered Power Solutions, Inc. g17-1!137 FILE!PC RC2 !1?9-163-00 ,1ULY 31, 21111.7 GRND INT SOI -AR RES Plan Check Response Memo - G. Smith Solar Ground Mount Page 1 L'E 'C3P� A *.i, i NG1NEERED' POWER .ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 RAPID RACK SOLAR GROUND MOUNT APPROVAL MEMO Date: June 29, 2017 Project: G. Smith Ground Mount 1259 School Street Richvale, CA 95974 EPS Job Number: 17-RAR007 To: Eric Fischer Rapid Rack, Inc. 15 Pepsi Way Durham, CA 95678 From: Matthew Gilliss Engineered Power Solutions, Inc. (EPS) EPS has reviewed the proposed ground mounted solar job for the G. Smith Ground Mount (address . listed above) in accordance with the requirements given in the approved (stamped and signed) Structural Documentation Packet titled "Generic Residential Ground Mount Design" and dated 5/23/17 by EPS and has found the proposed 7.84 kW Rapid Rack Ground Mourit System, to have design parameters within the bounds listed in said packet. - This memo shall be submitted along with the Structural Documentation Packet and approved (stamped and signed) plans. It is the installer's responsibility to ensure the units and foundations are constructed in accordance with the approved plan's and Structural Documentation Packet's requirements for the site specific design parameters. All non-structural issues including but not limited to waterproofing, corrosion protection, construction means/methods, electrical, and mechanical' issues are not the responsibility of EPS and must be addressed by the solar designer, installer, and/or owner before PV installation begins. Please feel free to contact me with any questions. Thank you. Sincerely, Matthew B. Gilliss, P.E., LEED AP Engineered Power Solutions, Inc. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE io�7 BY �1i1 Rapid Rack Solar Ground Mount Approval Memo - G. Smith r L�� r t ' y ENGINEERED POWER SOLUTIONS- r 1405 -SPRING STREET, SUITE 204 - r M�. OWER • _ PASO ROBLES, CA 93446 - µ (805) 4234326 5 '�Li�UT1UNS -. •+ •, 111. . • . , , ' '` • ' ' - ,. •: , • .,' , ,/ STRUCTURAL DOCUMENTATION PACKET , } PROJECT - 'Generic Residentiek Ground Mount Design - ` Rapid Rack ,Structural Be sign Packet. CLIENT: r Rapid Rack, Inc. d� 4 'f 15 Pepsi'Way Durham,CAg95678 41 . ' PREPARED ByY,,(((, t' Matthew B' Gillis, P.E. LEED AP Engineered Power Solutions; Inc`. ' G 63;' ' r' 12/31/18 < f� Or�'�t� `}a 5/23/174 i ` DATE 5/23/17 .;.•' _ - ' �' ;',. �, ' ' - �- EPS PROJECT NUMBER 17-RAR007 Generic Residential Ground Mount Design w= . i _ - Page 1' FNG1"E-r-RFn ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 OWER PASO ROBLES, CA 93446 (805)423-1326 SOLUTION T.2 — Table of Contents T.O — PROJECT GENERAL INFORMATION T.1— Title Page T.2 — Table of Contents 1.0— RESULTS & SCOPE OF WORK 1.1— Overview of Analysis & Results 1.2 — General Notes and Structural Specifications 2.0 — GRAVITY AND LATERAL CALCULATIONS r - 2.1 — Site Design Parameters 2.2 — Ground Mount Design Loads 2.2.1— Dead Loads 2.2.2 — Snow Loads 2.2.3 — Wind Loads .2.2.4 — Seismic Loads 2.3 — Driven Pile, Concrete Pier, and Spread Footing Design 2.4 — Summary Charts 2.5 — Ground Mount Framing Analysis Example 2.5.1— Racking Analysis (Example) 2.5.2 — Driven Pile Design 2.5.3 — Concrete Pier Design 2.5.4 — Concrete Spread Footing Design 11 Generic Residential Ground Mount Design Page 2 - 11.0 — RESULTS & SCOPE OF WORK 1.1— Overview of Analysis & Results ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423. 1326 Governing Building Code: Design loads have been determined in accordance with 2016 California Building Code (CBC) which references the 2010 Minimum Design Loads for Buildings and Other Structures (Includes Supplements and Errata) by the American Society of Civil Engineers (ASCE 7-10). • , Project Description: The project consists of the generic analysis of a ground mounted photovoltaic (PV) racking structure based on a number of set design conditions (array geometry, tilt angle, etc.) and a number of variable design parameters (wind speed, snow load,` module size, soil type, etc.). The Rapid Rack racking structure(s) consists of canti- levered steel posts which are used as steel piles or embedded into concrete piers or concrete spread footing foundations. Racking consisting of custom extruded alumi- num shapes are used to support the solar modules and attach to the steel posts. This calculation packet addresses the structural aspects of the PV ground mount based on the specific design parameters which vary depending on the location of' the site. The soil design values (presumptive design values) listed in the building code (Table 1806.2) have been used to define the soil design values and foundation requirements. Worst-case soil class 5 conditions have been conservatively used for the .purpose of this packet. Determination of the site specific soil type(s) and/or design values is the responsibility of the customer. Generic Residential Ground Mount Design Page 3 ENGINEERED POWER SOLUTIONS NG1EEi,E 1405 SPRING STREET, SUITE 204 :.0WER PASO ROBLES, CA 93446 (805) 423-1326 SOLUTIONS Rapid Rack has hired Engineered Power Solutions (EPS) to address the structural design of the racking components, connections, and to determine the foundation requirements. This packet provides the structural calculations for the design parameters listed on the following pages under the listed design conditions. Each specific project shall be reviewed by EPS to ensure the site specific design conditions (wind speed, exposure, snow load, seismic accelerations, array geometry, etc.) are within the scope of this packet. An approval memo for each specific project shall be submitted by EPS to validate the use of this packet. This packet is not valid without a site' specific approval memo. Generic Residential Ground Mount Design Page 4 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 • Scope of Work: The solar designer (Rapid Rack) has hired EPS to address the following structural items: o . A generic (non -site specific) Structural Calculation Packet which will expire at the end of each calendar year at which time it is subject to an annual review and reissuance. This packet will be based upon the 2016 California Building Code (CBC) which is based on the 2015 International Building Code (IBC) and references the 2010 Minimum'.Design Loads for Buildings and Other Structures by the American Society of Civil Engineers (ASCE 7- 10). This`packet shall include the following items: ■ Determination (or confirmation) of the maximum allowable purlin span (East-West distance between posts) based on multiple loading scenarios and the geometry of the array. The following array geometry shall be considered: • 2 High , • 3 High • 4 High ■ Both 60 cell and 72 cell modules shall be considered for each scenario as required by Rapid Rack. ■ Array max height of 21" -base rail clearance. ■ Use of (2) insertion rail conditions: • 35mm (min) for 72 cell designs • 33mm (min) for 60 cell designs ■ Use of (2) base rail conditions: • XXL base rail for 3 and 4 high designs • XL for 2 high designs ■ The following module angles* (tilts) will be modeled for analysis: • Max Tilt of 22 degrees *Angles shown are measured from the horizontal Generic Residential Ground Mount Design Page 5 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 ■ The following loading scenarios will be analyzed for each proposed tilt angle: • Wind Speed (3 Second Gust Speed in MPH): 0 100 & 110 *The Wind Exposure Category is assumed.to be "C". It is also assumed that no topographic factors apply and that the overall array height is less than 15 ft. in height measured from grade. **Wind pressures shall be determined using Chapter 27 of ASCE 7-10, specifically section 27.4.3 for Open buildings with monoslope roofs. • Snow Load (Ground Snow Loads (pg) in psf): o 0&20 FA *Arrays are assumed to be "partially exposed" as defined in ASCE 7-10 Table 7-2. Module surface is assumed to be an "Unobstructed Slippery Surface" as defined in Section 7.4 • Justification of the proposed system under high seismic loads (maximum SS = 2.0 & S1 = 1.0 with Site Class "D" assumed) ■ , Determination of the requirements for foundation design for the following foundation types: • Driven Steel Piles: Minimum allowable steel pile embedment depth based on the pile reaction forces and soil design values*. Cast -in -Place Concrete Piers: Minimum allowable embedment depth based on an 18" diameter pier, the reaction forces, and soil �. design values*. , • Concreate Spread Footings: Minimum size (length, width) of a 30" deep concreate spread footing at each post based on the pile reaction forces and soil design values*. Includes rebar requirements. *Soil values are to be based upon the worst-case allowable foundation and lateral pressures given in the IBC (Table 1806.2) for Class 5 materials (clay and silt soil conditions) or better. It is the installer's responsibility to confirm the local soil conditions and type (class). , Generic Residential Ground Mount Design Page 6 ENGINEERED ENGINEERED POWER SOLUTIONS 1405. SPRING STREET, SUITE 204 TOWER PASO ROBLES, CA 93446 (805)423-1326 SOLUTIONS ■ Quick Reference Summary Charts.(if multiple conditions are considered — see above) which shall include the purlin span and foundation results based on each of the categories listed above. ■ Full example calculations of a typical scenario that presents a detailed walk-through of the analysis processes used for each loading condition. This includes printout of the structural model (used in all scenarios) to 1 determine the framing adequacy and foundation forces.. ■ Determination of the maximum forces transferred through each connection (i.e., rail to purlin, purlin to column, etc.) ■ Justification and/or design of the proposed connections for the maximum design loads. ■ Structural specifications, general notes, and material requirements. Generic Residential Ground Mount Design _ Page 7 4` Generic Residential Ground Mount Design _ Page 7 FWGINEERED ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 ROWER PASO ROBLES, CA 93446 (805) 423-1326 OLUTIONS • Results: EPS has determined that if the Rapid Rack racking system is built in accordance with the requirements given in. their approved (stamped and signed) drawings and this packet, then the ground mounted racking system will be structurally adequate to-support the imposed design loads listed on the previous page. EPS shall supply an approval memo, stampedandsigned by a licensed Professional Engineer (P.E.), for each individual project confirming the application of this packet to the project under consideration. This packet is not valid without the site specific approval memo. Generic Residential Ground Mount Design Page 8 ENGINEERED POWER SOLUTIONS • EnGINEERED t 1405 SPRING STREET, SUITE 204 : OWER PASO ROBLES, CA 93446 r (805)423-1326 OLUTIONIS • Limitations and Assumptions: o Any changes to the installation requirements given in Rapid Rack's plans and this calculation packet must be approved in writing by EPS prior.'to implementation. o Array Geometry shall be as shown'in Rapid Racks's approved (stamped & y signed) drawings. o This analysis and the summary charts apply only to sites with a wind exposure category of "C" and no topographic features that would produce a topographic factor (Kzt) above 1.00.�" 11 o All non-structural issues including but, not limited to waterproofing, corrosion protection (including corrosion protection of the steel or concrete foundations), electrical, and mechanical issues are not the responsibility of EPS and must be addressed by the solar designer, installer, and/or owner before PV installation begins. o Determination of the site specific soil type(s) and/or design values is the L responsibility of the customer. It is recommended that a Geotechnical Engineer provide soil design parameters and requirements for each site if x there are any questions as to the viability of the soil conditions to support the proposed foundations. o Other site specific soil conditions including but not limited to: soil corrosive properties, cobbles, depth of bedrock, water table location, varying soil conditions, etc. are not considered in this analysis and it is the responsibility of Rapid Racks's customer to address these potential issues. o This analysis and the summary charts apply only to flat ground (less than 5° slope) conditions only. s Generic Residential Ground Mount Design Page 9 ENGINEERED POWER SOLUTIONS . 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 1.2 — General Notes and Structural Specifications • General Notes: o The purpose of this structural documentation packet is to provide the items listed in the scope of work with a minimum level of resistance to the code prescribed forces (gravity and lateral) based on the requirements given in the governing building code. o This packet is part of the construction documents and should be referenced during construction. o The contractor is responsible for construction means and methods and the safety of personnel on site. The PV Racking Engineer does not have control of site procedures and construction means and methods and therefore is not responsible for those means and methods and/or site safety. o Any changes to the approved plans and details for any reason must have written approval of the Engineer of Record before being'implemented. o All inspection reports filed by a building official or special inspector shall be provided to the Engineer of Record. o See the "Limitations and Assumptions" in section 1.1 for additional requirements. o All drawings and details are NOT to be scaled. • Material Specifications: o Concrete: - ■ All concrete work shall conform to ACI standards and specifications. ■ Minimum of 2500 psi Compressive Strength (f c) at 28 days ■ Type II Cement ■ Maximum slump of 5" • Special Inspection is not required unless required by the Building Department/Official. ■ Aggregates shall be per ASTM C33 (Max. size 1-1/2") ■ The mix design is to be adjusted for local soil and exposure conditions and shall be approved by the Engineer of Record. o Reinforcing Steel (Rebar) [if required]: , ■ _ Shall be per ASTM A615 Grade 60 (deformed) ■ Min Fy = 60 ksi for #4 bars and up; Fy = 40 ksi for #3 bars ■ Shall be free of rust and dirt . ■ Rebar splices shall have a lap no less than 48 bar diameters unless noted otherwise. ■ All clear cover distances shall be 3" unless noted otherwise. , o All aluminum and steel racking components and posts are to have minimum yield strengths as specified in Rapid Rack's ground mount component drawings. . o Bolts [if required] shall be A307 unless noted otherwise. This Structural Documentation Packet is the property'of EPS and shall not be used on any project other than the one referenced on the title sheet without written approval from the Engineer of Record. Generic Residential Ground Mount Design Page 10 ENGINEERED POWER SOLUTIONS - . 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446, (805)423-1326 2.0 — GRAVITY AND LATERAL CALCULATIONS 2.1= Site Design Parameters • Project Location Project Address' Varies Per Project GPS Coordinates: Latitude* Varies Longitude: Varies Ground Mount Geometry Typical Array Post Height (above grade): See Rapid Rack's Plans Module Size: 60 cell (65" x 39"; 501bs)* 72 cell (77" x 39"; 601bs) ' Array Tilt: ' , 220 (Max) • ' Wind Design Parameters , Wind Speeds ASCE 7-10; 3 second gust (V): 100 & 110 MPH Exposure Category C Wind Directionality Factor: (Kd): 0.85 Velocity Pressure Exposure Coefficient (Kh): 0.85 Topographic. Factor (Kzt): 1.00 • Snow Loads: Ground Snow Load (pg) in' psf. 0 & 20 psf 0 Maximum Seismic Design Parameters: , Site Class (per IBC): D SS: 2.000g S1 r 1.000g Building Occupancy I Seismic Design Category E *60 cell category includes smaller module sizes (i.e. Sunpower modules which are 61" x 41") assuming there are no significant changes to racking geometry. Generic Residential Ground Mount Design Page 11 ENGINEERED POWER SOLUTIONS . 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 2.2 — Ground Mount Design Loads The following pages document the determination of the imposed design loads based on the location of the site, the proposed materials, and the requirements given in the governing building code. 2.2.1— Dead Loads Dead loads are from the modules themselves and the self -weight of the racking. Rapid Rack has requested that EPS provide results for both 60 cell and 72 cell modules sizes. 60 cell modules assumed to be 65"09", 50lbs and 72 cell modules assumed to be 77"09", 60lbs. 2.2.2 — Snow Loads Rapid Rack has requested that EPS determine post requirements for (2) ground snow loads; 0 psf and 20psf. Ground snow loads have been determined from ASCE 7-10 Figure 7-1. Per section 7.3, the flat roof snow load is determined by equation 7-1. The sloped roof snow load is determined by Section 7.4. The sloped roof snow load is CS*pf where pf is the flat roof snow load and Cr, would be 0.872 per Figure 7- 2c for a 22° roof slope (unobstructed slippery surface). Generic Residential Ground Mount Design Page 12 y ' ' ENGINEERED POWER SOLUTIONS EGINEERED 1405 SPRING STREET, SUITE 204 WEE PASO ROBLES, CA 93446 '(805)423-1326 SOLUTIONS 2.2.3 — Wind Loads The maximum wind loads (normal to the module surface) are calculated per ASCE 7-10 Section 27.4.3 and Table Figure 27.4-4 for a 22° (22.50 wind factors , conservatively used) pitch and the wind factors as listed in section 2.1 of this packet. The linear forces to the purlins represent the distributed loads at each purlin with the Back (tall) column representing the line load on the interior purlin on the upper half of the array and the Front (short) representing the line load on the interior purlin on the lower half of the array. The exterior purlin loads would be half of these loads respectively as they have half the tributary area. All (4) wind cases have been analyzed in the structural model as shown later in this packet. The following page shows an example of the corresponding forces for a typical 72 cell module with a 100 MPH Generic Residential Ground Mount Design Page 13 -•�.� .. Modules „ Zone "t sY •' . Y: 4 -.Ye; . - .. 1 :/ _ rte" , ~1 •,� t ?H fry 4. ,�� � .. ' ' ENGINEERED POWER SOLLrIIONS 0 ENGINEERED -1.5 -1.6 -23.6 y 1V1tXTrTWVTv3 R GTTAISS. F'RQFESSTON.-%T: FNCTWTP.R• • -161.4 B -2.4 -0.3 -38.3 POWER 879 SY'CAMC)KE C:?LNY().N 1W.7 1 ' 180° . k. 1.7 1.8 :. SOLUTIONS - B . 2.2 0.7 .6 11.0 1 70.6 221.9 . • PNL Wind Pressures and Loads for Ground Mounted PV Systems (ASCE 7-10) K ' Governing Building Code 2016 CBC x t; Wind Speed (3 second gust speed) (V)100 MPH: y j ' - Exposure Category: • C Wind Directionality Factor (Kd): 0.85 1 r 180 Degrees u Velocity Pressure Exposure Coefficient (Kh): 0.85 . - "`• Topographic Factor (KZ) 1.00 •�.. ' Array 'q = 18.50-psf . 'Gust Effect Factor (G) ; z 0.85 t' • .. Module Width 39.00 in. Module Length: 77.00 in. C Module Area 20.$5: ftz r . Trib Width 6.42 ft. y c.. a , ' GCN Factors & Design Wind Pressures Normal to Module Face `? ' ` r Array ' -Tilt Wind iDirection f Modules „ Zone t CNw CNL ; Wind'. Pressure's psf ' i Forces Oh,Rails' plf y . PNw. PNL _ `, tBack'(Tall), Front (Short) ` 0 A -1.5 -1.6 -23.6 -25.2 -151.3 -161.4 B -2.4 -0.3 -38.3 -4.7 • -245.4 -30.3 .. ' 180° . k. 1.7 1.8 6.7 V44 28.3 181.6 171.5 B . 2.2 0.7 .6 11.0 1 70.6 221.9 . s,. to •',„ . •^ � •..� • -� •� Y0.5 • L L • r.t � L " , 0.5 L: 0.5 L 0.5 L .� -� r `.' PNw • PNL � x t; ' Wind Di rection: Wind Directiorc Degrees0 ' rl 180 Degrees Array Tilt _ Tilt c.. . x r ' Page 14 _ ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.2.4 — Seismic Loads The maximum assumed spectral accelerations are shown below: o Site Class = D (Assumed per IBC 1613.5.2) o SMs = 2.000 (&*Fa) o SMl = 1.500 (Si*F„) o SDs = 1.333 (2/3*SMs) o SD1= 1.000 (2/3*SMS) Based on these accelerations the Seismic Design Category of this site would be "E". Using a seismic importance factor of 1.00, and an R of 1.25 based on ASCE 7 Table 15.4.2 for Nonbuilding Structures Not Similar to Buildings, the base shear can be calculated: o Base Shear (V) = G,*W (per Equation 12.8-1) ■ W'= weight (dead load) ■ Governing CS = SDs / (R/I) = 1.07 V = 0.107*W (Strength Level) Using the weight of the modules and tributary area to each module to purlin connection point, a seismic force has been calculated for each direction: o Solar module weight = Varies ' o Seismic force in each direction at each point: ■ = 0.107 * Module weight at each connection point in plf. These forces are listed in the racking analysis (see examples in Section 2.4) (Note that the self -weight of the racking and posts has been taken into account in models) Generic Residential Ground Mount Design Page 15 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.3 — Driven Pile, Concrete Piers, & Spread Footing Foundations Design The allowable reaction forces at the base of the steel posts represent the worst case foundation forces imposed on the foundations (piles, piers, or spread footings) at grade. The required pile depth, pier depth and size of concrete spread footing has been determined by analytical methods per the IBC. Code minimum allowable design values that correspond to class 5 soil type as listed Table 1806.2 in 2016 CBC. were used. Per CBC Section (Section 1810.3.3.1.4 in 2016 CBC, the skin friction for downward forces is 1/6 of the soil bearing value. To resist lateral forces, the piers have been, designed according to Section 1807.3.2.1 (Unconstrained Pier — driven piles & concrete piers). rjo rs F See the following summary charts for the approved plan set for a summary of the required driven pile depths, 18" concrete pier depths and concrete spread footing dimensions. Q Nom ` 2 �- r r Generic Residential Ground Mount Design Page 16 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 ' PASO ROBLES, CA 93446 (805)423-1326 2.4 -SUMMARY CHARTS Generic Residential Ground Mount Design Page 17 4 . Generic Residential Ground Mount Design Page 17 U r ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 Maximum East-West Post Spacing Limits (in.) 72 Cell Modules 2High -72 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 144 144 *N -S Post Spacing = 96" - 99" 3High -72 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 136 120 110 MPH 120 102 *N -S Post Spacing =144" -147" *See Summary Chart Notes on Page 20. 60 Cell Modules 2 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 144 144 *N -S Post Spacing = 81" - 84" 3 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 156 144 *N -S Post Spacing =.121" - 124" 4 High - 60 Cell Max Span (in) Snow (psf) Wind Speed 0 20 100 MPH 156 144 110 MPH 156 144 *N -S Post Spacing =161" - 164 Generic Residential Ground Mount Design Page 18 f, ENGINEERED POWER SOLUT . IONS 2 High - 72 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 5.5/8.75 5.5/8.75 110 MPH 6.25/8.5 6.25/8.5 3 High - 72 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 6.25/9.0 6.25/9.0 110 MPH 6.75/9.0 6.75/9.0 2 High - 60 Cell Driven Pile (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 4.5/8.0 4.5/8.0 110 MPH 5/8.5 5/8:5 3 High - 60 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 7/8.75 7/8.75 110 MPH 8/9.0 8/9.0 4 High - 60 Cell Driven Pile (ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 8.5/9.75 8.5/9.75 110 MPH 9.75/9.75 9.75/9.75 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 72 Cell — Foundations (ft.) 2 High - 72 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.25/6.0 3.25/6.0 110 MPH 3.5/6.25 3.5/6.25 3High -72 Cell 18" Concrete Pier (ft) (Back/ Front) 3.5/6.25 Wind Speed 0 20 100 MPH 3.5/6.0 3.5/6.0 110 MPH 4.5/6.0 4.5/6.0 60 Cell — Foundations (ft.) 2 High - 60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.25/5.5 3.25/5.5 11OMPH 4/5.25 4/5.25 3 High - 60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 4.5/5.75 4.5/5.75 110 MPH 5.0/6.0 5.0/6.0 4 High - 60 Cell 18" Concrete Pier (ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 5.5/6.0 5.5/6.0 110 MPH 6.0/6.25 6.0/6.25 2 High - 72 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.0/3.25 3.0/3.25 110 MPH 3.0/3.5 3.0/3.5 3High -72 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 3.5/4+53.5/4.5 5/4.5 110 MPH 3.5/4 2 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back/ Front) Snow (psf) Wind Speed 0 20 100 MPH 1.75/3.0 1.75/3.0 110 MPH 2.25/3.25 2.25/3.25 3 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 2.5/3.75 2.5/3.75 110 MPH 3.0/3.75 3.0/3.75 4 High - 60 Cell 30" Deep Square Spread Footing (Ft) (Back / Front) Snow (psf) Wind Speed 0 20 100 MPH 2.5/4.0 2.5/4.0 110 MPH 3.0/4.0 3.0/4.0 *See Summary Chart Notes on Page 20. Generic Residential Ground Mount Design Page 19 r EnG.INEER.EV 01WER OLUTIONS Summary Chart Notes: ENGINEERED POWER SOLUTIONS 1. All post spacing is from post center -to -center. 1405 SPRING STREET, SUITE 204 PAS_ O ROBLES, CA 93446 (805) 423-1326 - - r 2. All wind speeds are ASCE 7-10 wind speeds (3 second gust). 3. All snow loads are ground snow loads (pg) per ASCE 7-10. 4. Foundation depths (in ft.) given for Driven Piles and Concrete Piers are from grade level to the bottom of the pile/pier. 5. "Back" post refers to the northern (taller) post in an array and "Front" post refers to the southern (shorter) post in an array. 6. Spread footing depth is always 30" from grade level to the bottom of the spread footing. All spread footings have been designed as squares so that the values given are the length and width for both the front and back footings. [For example, for a 60 cell 4 High rack with 110 MPH wind speed and 0 psf ground snow load, the back spread footing would be 3.0 ft. wide x 3.0 ft. long x 30" deep and the front spread footing would be 4.0 ft. wide by 4.0 ft. long x 30" deep.] 7. Modules of different sizes than those specified shall be checked individually on a case specific basis. 8. It is the solar designer/installer or owner's responsibility to determine the site specific design parameters of each site based on the current governing building code and/or local jurisdiction's requirements. EPS shall review each project's plans to ensure the site specific design parameters are within the limits of this packet. EPS shall provide a stamped and signed approval memo for each project. This packet is not valid without a stamped and signed approval memo from a licensed engineer. 9. Concreate Pier foundations are to have the steel posts centered in the concrete pier and embedded within 12" of the bottom of the pier. 10. Spread footings are to be reinforced with No. 5 bars at 12" o.c. (max) each way, top and bottom of spread footing with a min of 3" of clear cover. Generic Residential Ground Mount Design Page 20 ENGINEERED POWER SOLUTIONS EGINEERED 1405 SPRING STREET, SUITE 204 ROWER PASO ROBLES, CA 93446 (805)423-1326 SOLU I TIONS 4 2.5 — Ground Mount Framing Analysis Examples The following pages document the structural design of the Rapid Rack Ground Mount Racking Structure under worst case gravity and lateral loading for the following example case: 5 o Example Case: ■ Module Size: 72 Cell ■ Array Layout= 2x Portrait ■ Wind Speed: 100 MPH ASCE 7-10 Risk Cat. I Wind Speed ■ Ground Snow Load: 0 psf Every scenario shown in Rapid Rack's summary charts has been modeled and . analyzed in this same manner to determine the required number of post per array size and loading parameters. 2.5.1- Racking Analysis (Example) The following pages document the structural design example of the Rapid Rack Ground Mount Racking Structure (Typical Multi -bay configuration) under the worst case gravity and lateral loading load cases given in ASCE 7-10. Generic Residential Ground Mount Design Page 21 R b :v ara cn iv Envelope Only Solution EPS - SK -1 JSS Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... b sv ara m Envelope Only Solution EPS SK -2 JSS Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops:.. r 'Envelope Only Solution ' IL .i EPS SK -3 JSS a Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 1 Oomph - Ops... =9.25 Loads: BLC 1, Dead Load Envelope Only•Solution EPS SK -4 JSS Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell-:100mph - Ops... It w ora CD 75.7 Loads: BLC 3, Upward - Balanced Envelope Only Solution L EPS SK -5 JSS Generic Ground Mount Example May 5, 2017 at 6:21 AM 17-RAR007 22 degrees - 2x Portrait.- 72 cell - 10Omph - Ops... b CD .y Z° Y 122.71 Loads: BLC 4, Upward - Unbalanced Envelope Only Solution EPS SK -6 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... b w aq (1) .Y Z �X % 1 /ft Loads: BLC 5, Downward - Balanced Envelope Only Solution EPS SK -7 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... It PD ua CD or Loads: BLC 6, Downward- Unbalanced Envelope Only Solution EPS SK -8 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 - 22 degrees - 2x Portrait - 72 cell- 100mph - Ops... ro sv c� 9.25lb/ft 18 Loads: BLC 7, Earthquake X -direction Envelope Only Solution EPS SK -9 . JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... - �d ara CD ,y Z X Loads: BLC 8, Earthquake Z -direction .Envelope Only Solution EPS SK -10 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops..: i., SD ara CD .w ND Y" Z -X Envelope Only Solution Member Axial Forces (lb) (Enveloped) EPS JSS 17-RAR007 SK- 11 Generic Ground Mount Example . May 5, 2017 at 6:22 AM 22 degrees - 2x Portrait - 72 cell = 100mph - Ops... b :v ara CD .y Z X r Envelope Only Solution Member y Shear Forces (lb) (Enveloped) EPS SK -12 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 1 Oomph - Ops... " Envelope Only Solution Member z Shear Forces (lb) (Enveloped) EPS SK - 13 JSS Generic Ground Mount.Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops..: b cD Co rn .y Z X Envelope Only Solution - Member Torsion Moments (Ib -ft) (Enveloped) EPS SK - 14 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait- 72 cell - 1 OOmph - Ops... .Y ZI X \ �I46.2 -760.4' - -557.9 A.4 ' -778 6 8 1 4 0199.6 3 -775.2 �, 47.72_0 5 - -600.7 \ 99.7 -775.4 -81.3 \7 /8 9838 =600.3 \ 199.4 147-76.9 / 48 -Y �gg X605 -760.6 _ ` 4 -81.3 -557 Envelope Only Solution -Member y Bending Moments (Ib -ft) (Enveloped) b aq EPS SK - 15 CD JSS Generic Ground Mount, Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait- 72 cell - 100mph - Ops... ' ' .Y zX e Envelope Only Solution Member z Bending Moments (Ib -ft) (Enveloped) EPS SK - 16 JSS Generic Ground Mount Example May 5, 2017 at 6:22 AM 17-RAR007 22 degrees 2x Portrait - 72 cell 100mph Ops... C a2 -ed :U C) v ccn cn -V U) m �-7 CD p� a CD CD 00 3 CL CD � n O CD .C—+ n =3n v CD m .29. .22 N • • • X CD .29., 0 CD Q .29, CD CD C)��, .27 O C a � . 0 O 29, , c m v L 3 .27 CD .30-. 3a .29^ ^' N Cn CLCD (D CD --4 N N x --, .2-1 o� _ 0) -4 N N N n m Y �o ^ n CD CD in �-4 io z 0 ocnovo N =r CD C) 4 (D Ul O O w 0 C1 Member Shear Checks Displayed (Enveloped) Envelope Only Solution Shear Check ( Env ) _ No Calc _ > 1.0 .90-1.0 T .50-.75 0.-.50 EPS SK 18 JSS Generic Ground Mount Example May 5,.2017 at 6:22 AM 17-RAR007 22 degrees - 2x Portrait - 72 cell - 100mph - Ops... Company EPS May 5, 2017 -BOORISA Designer iss 6:22 AM Job Number 17-RAR007 Checked By: TECHWDLOG I E s Model Name Generic Ground Mount Example . Aluminum Properties Label E Iksil G Iksil Nu Therm (\1 E5 F Densit... Table B.4 kt Ftu ksi] Fty ksi Fc [ksi Fsu[ksil Ct z - 1 3003-1-114 10100 3787.5 .33 1.3 .173-- Table 6.4-1 1 19 16 13 12 141 2 56061-T6 10100 3787.5 .33 -1.3 .173 T61ble8.4-2 1 38 ',35 35 24 .141 3 -4-6-0-6-3--T6 6063-T5 10100 3787.5 .33 1.3 .173 Table B.4-2 1 22 16 16 13_ 1_41 .65 .49 10100 3787.5 33 1:3 173 Table 6.4-2 1 -30 25 25 `19 141 5 5052-H34 10200 3787.5 .33 1.3 1 .173 Table 13.4-1 134 1.5 26 24 20 141 6 6061-T6,w :1 Of 0013-78T5 A 1.3 .173 Table 6.4-1 _ 1 24 15 1 15 15 141 7 1 6005-T6 10100 3787.5 .33 1 1.3 1 .173 1 Table B.4-1 1 38 35 1 35 24 141 Hot Rolled Steel Properties I �h.1 G m -;l n n-il Ah. Thor- A•ICS M n-4 V;-iArt ;1 D.. GdLnil D1 1 A36 Gr.36 2900011154 .3 .65 .49 36 1.5 58 1.2 I `2 A572 Gr.50 2800011154 _-.3 ''_ �_ ..65 .. .49 50 1.1 65 1'.1 3 A992 2900011154 .3 .65 .49._ 5_0 1.1_ 65 1.1 3 A500 Gr.42 290001.1154 :3 .65 .._ A_ .42 114 58 1.3 5 A500 Gr.46 2900011154 .3 .65 .49 46_ 1.4 58 1.3 r6 AET Purliri 29000 1 1 1 54 _ :3 - 1 .65 '.49 T 55 '1.5 60 14.2 7 1 AET Brace 12900011,11541 .3 1 .65 .49 30 1.5 40 1 1.2 Basic Load Cases Dead LoadDL -1 3 2 Snow: Load. _ -_ ---SL - - - 3 ' RI r` no M;- WIL V V r. ., 7 n. i,. s 0^;-.� - 3 A 1. O -C-, 1 Dead LoadDL -1 3 2 Snow: Load. _ -_ ---SL - - - 3 3 U ward - Balanced_ WIL 3 74- _ U ward - Unbalanced WIL - 3 1 Downward -Balanced WL 3 _5 I 6 - I Downward- Unbalanced � - _ _ WL _ _ 3 7 Earth uake X -direction ELX .489 3 --8 • _ _ Earth uake Z -direction ---- _ _.ELZ 489 - - - 3 .1 1 Load Combinations r% -';n+;- C- Dn- Q DI ac-- DI !` C-,-. DI !`c-- DI /`c-,-, DI rc-,-, DI ter-,-. DI nr-.-. DI nr.._ DI 1 RISA-3D ASCE ASD 1 Yesl Y DL 1 2 ASCE ASD 2 Yesi Y. DL 1 LL 1 LLS 1 '. 3 ASCE ASD 3 (a) Yes Y DL 111 r 4 ASCE-ASD 3 (b) Yes - - :Y I DL - - 1 1 --- SL - - 1- .SLN 1 � _ - --- 5 ASCE ASD 4 (b) Yesl Y DLI_1__LL .75 LLS .75 SL_ .75_$L_N'_.75 1 .6 ASCE ASD 5 (a) Yes Y DL 1f1 3 .6 7 ASCE ASD 5 (a) Yesl Y IDLI 1 1 4.6 718. ASCE ASD 5 (a) Yes Y DL 1 ;5 .6 - -- - -- - -..- - - -- - g ASCE ASD 5 (a) Yes Y DL 1 .6 10 ASCE-ASD 6 (a) Yes Y nLI 1 1 _6 3� .45 1 LL 1.75 LLS 11 JASCE ASD 6 (a) Yes l Y 1 1 4 .45_ ILL .75 LLS .75 12 ASCE ASD 6 (a) Yes Y _ _IDLI DL 1 5 _I .45 LL .75 LLS .75 - ---- -- - 13 ASCE ASD 6 (a) Yes y- D_L 1 6 .45_ LL .7.5 LLS .75 14 ASCE ASD66 (c) Yes Y DL -1.-3, :45 LL `.75 LLS V. SL .75 LN .75 15 ASCE ASD 6 (c) Yes . Y DL 1 4 .45 LL .75 LLS .75 SL .75 SLN ,75 16 ASCE ASD 6 (c) Yes, Y DL 1 5 .45' LL .75 LLS .75 SL .75 SLN75 17 ASCE ASD 6 (c) Yes Y IDL1 6 .45 LL .75 LLS .75 SL .75 SLN .75 18 'ASCE ASD:7 Yes 'y DL .6 3 .6 19 ASCE ASD 7 Yes Y IDLI .6 1 4 1 .6 11 20 ASCE-ASD 7 IYes Y - DL .-6.1. 5 1 .6 1-_ 1-1--l- - RISA-3D Version 14.0.0 ' [N:\...\...\...\...\...\...\...\...\22 degrees - 2x Portrait - 72 cell - 100mph - Opsf.r3d] Page 1 Page 40 ° Company EPS May 5, 2017 ' SA Designer JSS 6:22 AM L ' .0Job Number 17-RAR007 Checked By: ! -• T E VG N ND L o a i E s Model Name Generic Ground Mount Example Load Combinations (Continued)., ' c,. Dr)- C DI rC-, DI r Cnn DI rCnn DI rc-- DI rC-- DI /`C.... OI I'E!-^ OI f+C-- DI rC DI rff__ N 21 ASCE ASD 7 Yes Y DL _6" End Location ... .6 Y 1'22 ASCE ASD 5 (b...Yes Y DL 1 ELX -.7 - 23 ASCE ASD 5 (b...Yes Y DL 1 1 ELZ_ .7 0 24 �ASCE'ASD 6 (b.::Yes 'Y DL '1, ELX .525 LL '.75 LLS .75 ASCE ASD 6 (b...Yes ; Y_ DL , ELZ .525 LL .75 LLS .75 _25 126 ASCE ASD 6 (d.. Yes 'Y DL _1_ 1 .ELX .525 LL .75 ��S .75 SL .75 SAN' .75 27 ASCE ASD 6 (d...Yes Y DL 1 ELZ .5251 LL 1.75 LLS .75 SL .75 SLN ,75 28 ASCE ASD 8 (a) Yes Y _ bL 6 `ELX 7 1f 29 JASCE ASD 8 (b) Yes Y- IDLI .6 1 ELZ 1 .7 Member Distributed Loads (BLC 1 : Dead Load) Member Label -18 Direction Start Magnitude[Ibfft.Fl End Magnitude[Ib/ft F] Start Location ... End Location ... 1 R1 Y -9.25 -9.25 0 0 2 R3 Y -9.25- _- -9:25 0 0 3 R2 Y -18 3 0 0 Member Distributed Loads (BLC 2: Snow Load) " Member label Direction Start Magnitude[lb/ft F] End Ma nitude[lb/ft F] Start Location ... End Location ... 1 R1 Y0 2 R2w 0 0 0 f :2 R3 Y ---0- 0 0 0 3 R2 Y 0 0 0 0 Member Distributed Loads BLC 3: Upward - Balanced) Member Label Direction Start Ma nig tude Ib/ft F End Ma nitude[lb/ft F Start Location... End Locationr.. 1 R1 _75.7 75.7 0 0 ( 2 T R2 .156.4 156.4 1 `0 0 '1 - 1 RQ I I stn 7 I Qn 7 1 n I n Member Distributed Loads (BLC 4: Upward - Unbalanced) ' Member Label Direction Start Magnitude[Ib/ft.Fl End Magnitude I[ b/ft F] Start Location ... End Location 1 R1122.7 - v -90.8 122.7 0 0 2 R2w _ 137:9 137:9 -1 0 - :-0 3 1 R3 y 15.1 15.1 10 0 Member Distributed Loads (BLC 5: Downward - Balanced) Member Label Direction Start Magnitude Ib[ /ft.Fl End Ma nitude[lb/ft F Start Location ... End Location[... 1 R1 v -90.8 -90.8 ' 0 -0 1-2 R2 E-176:5 - -- -176.5 0 0 .3 R3 y -85.7 -85.7 0 0 Member Distributed Loads (BLC 6 : Downward- Unbalanced) Member Label Direction ' Start Magnitude[Ib/ft.Fl End Ma nitude Ib[ /ft.F] Start Location ... End Location 1 R1 -35.3 -35.3 0 0 2 R2 _ -146.3 -146.3 0 0 3 R3 yI -111 I -111 I 0 I 0 -- Member Distributed Loads (BLC 7 : Earthquake X -direction) ' Member Label Direction Start Ma nitude[Ib/ft•Fl End Magnitude I[ b/ft F] Start Location...End Location[... 1 R1 X 9.25 9.25 1 0 0 2 R3 X 9:25 s_ 9:25 0 0 3 R2 X 18.5 18.5 0 0 - RISA -31D Version 14.0.0 [N:\...\...\...\...\...\...\...\...\22 degrees -2x Portrait- 72 cell - 1 Oomph - Opsf.r3d] Page 2 Page 41 Y Company EPS May 5, 2017 008 R -IS Designer JSS 6:22 AM Job Number 17-RAR007 Checked By: a o L -a 6.1 e s Model Name Generic Ground Mount Example Member Distributed Loads (BLC 8: Earthquake Z -direction) Member Label Direction Start Magnitude[Ib/ft,F1 End Magnitudefib F1 tart Location ... End Locationr.. 1 R1 1z 9.25 9.25 0 0 'R3 - Z-- - --= 9.25 - - - - 9.25 -0 - 0 3 R2 Z 18.5 18.5 0 0 Envelope AA ADM1-10: LRFD - Building Aluminum Code Checks RAzmhzr chine r`nAz r^ I nnrinl 1 r` Qk-r I -6r 1 Air 1 f' nhi-D- nhi*Derr nhi-RAA nhi*Ann C-- 1 R1 RRXLIn... .366 183.2••• 8 .086 183.2... y 190752.01631321...... 453.30k939.146 1115.... 310.7821.... H.1-1 2 R2 RR XL' In... .751- 183.2....8 1 ,082 183.2... -;v 8 !3752.016 313211.. 1453.308 939.146 11115 .... 731T782 49604.:.57238..2686....9995...... 3 R3 RR XL In... ,425 183.2... 1 g ,098 183.2..._V. g 3752.016 31321 .... 1453.308 939.146 11115 .... 7310.7821.... H.1-1 4 M39 RR, Base- _'518 122.9 ... 9.085. 79:73 19130592:.t. 39740.4 2424.6013757.52415377.04 8799.84 1 H.1-1 5 M7 RR Base.. .845 122.9 ... 9 .081 79.73 v_ 9 30592.... 39740.4 2424.6013757.52415377.04 8799.84 1 H.1-1 6 M10 'RR Base.. .795 122.9••. 9 .066-122.9 ... 9. 30592.... 39740.4 424.601 757.52415377.04 8799.84 ,1 H.1-1 7 M13 RR Base .. 795 122.9••• 9 .066 122.9 ... 9 30592.... 39740.4 2424.601 757.52415377.04 8799.84 1 H.1-1 8 'M16 RR Base :. 845. 122.9..• "9..081 " 79:73. 9 30592.... 39740.4 2424-.60-111�3757-SN- 377.04 8799.84' 1_ H.1-1 9 M19 RR Base..j 518 122.9••• 19 .085 79.73 y 19 30592.... 39740.4 2424.601 757.52415377.04 8799.84 1 H.1-1 Envelope A/SC 13th(360-05): ASD Steel Code Checks Mzmhzr Chnnz (:Ariz r hzrlr I - I (' Rhe 1 nr 1 r` 13-1A DnUA U -d U-1 I=- 1 M9 RR W6x7 ,288 67.... 23 .020 0 8 38520.. 57238.. 2686.... 9995....... H1 -1b I r` RAY nk f+1 I r` hAY nk fn I r` KA7 nk Hl 1 r'• RR W6 7 .. 218 367--123 23 '.063 `0_ _ 8 49604.:.57238..2686....9995...... =948:247 H1 -1b 3 M8 RR W6x7 .295 67•••• 23 .014 0 v 8 38RE 57238.. 2686.... 9995....... H1 -1b 4 M9A RR W6x7 - 307. 35• • --- • • 8 :074- O - 48 - 49604...57238.. 2686:... 9995....... H11 -1b 5 M11 RR W6x7 .293 67 ••• 23 .012 67••••z 23 38520..57238..2686....9995....... 118 H1 1b 1 c6 M12 RR W6x7 .271 135•••• r8 1.062 0 vI 8 49604..,57238..2686 .... 9995 .... ... H1 -1b 7 M14 RR W6x7 .293 167 .... 23 .012 67••••z 23 38520..157238...2686....9995....... H1 -1b 8 M 15 RR W 6x7 _ 271 35.. 1s8 .062 = 0 v 8 49604...57238.. 2686.... 19995 ... H1 -1b 9 M 17A RR W6x7 295 67.. 23 .014 0 y $ 38520..157238..,2686 "" 9995 .... H1 -1b 10 M18 RR W6x7 .301 35•••• Y .074' 0 y 8 49604...57238...2686....9995....... 777.137 H1 -1b 8 RR W6x7 .287 67•.•• 23 .020 0 8 38520..57238..2686....9995....... -778.`407 23 H1 -1b _11 12 _M_20 M21 RR W6x7 - - --- 212 35 •••• 23 .063 0 - - 8 - - - -- 49604..57238..2686....9995....... 1797.837 H1 -1b Envelope Joint Reactions N20 m••• 983.25_ 8 1962.792_ 9 Inint - Y rlhl 1 r Y rlhl 1 r` 7 rlhl I r` RAY nk f+1 I r` hAY nk fn I r` KA7 nk Hl 1 r'• 1 N20 m••• 983.25_ 8 1962.792_ 9 -.12 18 -.349 18 .841 -8--T 2500.976 18 2 m• • -851:688 18 =948:247 18 _ -207.642 23 -604.994 23 -.712 29 -2906.755 -� 8 _ 3 N41 m•.• 983.25_ 8 1962.792_ 9 1.221 22 1 3.618 22 .555 181 25_00.976 18 4 m.. -851.688 118 _-948.247 118 -206.649 29 1 -601:762 23 -.932 231. -2906.755 6. 5 N14 mj 159.87' 18 1945.021 181 .309 ' 221.754 22 .447 8 777:137 18 I 6 m••• =140;56911-81 -191.1.234 19 ,-142.794 29 _ -776.859 23 -.661- 29 =909.623 T __ _ 8 7 N35 mJ 159.87 181 1945.02_ 181 -.023 18 -.121 1_8 .291 19 777.137 18 8 m•.. -140.569 18 -191:1.234 19 -142.953 _ 29 -778.`407 23 .777 - 23 -909.623 8 9 N34 m•-• 871.42_4 20 1797.837 19 .112 18 1 .323 18 .235 8 2275.7_42 6 ( 10 m.� -774.532 6 -846.206 18 -206.267 23 -600.67 23 -.773 29 - -2574.318 - 20 T 11 N27 m•.• 871.424 1201 1797.837 191 .22 1 8 .665 8 .157_ 18 2275.742 6 --- 12 - .. m• • - --- -774.532 - 6 --- _- --- '-846.206 - 18 - -206:15 -- - 23 :600.328 23 -.838 23 -2574.318 -20----- 13 N28 m ... 141.949 120 1752.011 8 .057 8 .36 8 .125 8 706.54 6 14 - m•.•:-127:523 -i - --- 18 =-1753.533 19 -_ 14 --- -142:626 29 -775.235 231--.685- 29 -805.299 20 15 N21 m•.• 141.949 20 1752.011 8 .032 18 .17 18 .082 18 706.54 6 16 m••• -127:523 118 _-1753.533 1191 -142.645 1 29 -775.424 23 -.719 23 -805.299 20 17 1 N4.8 m.•• 530.88_ 20 1136.957 191 .726 1 28 2.143 1281 3.886_ 8 1426.291 6 r18 1 Im...,. -485.035 16 -511.536 18 -192.158-23 -557.8671231--2.52 18 -1566.274 - 20- l 9 N23 m4 530.88 20 1136.956 9 .462 6 1.35 6 2.52 18 1426.29 6 RISA -3D Version 14.0.0 [N:\...\...\...\...\...\.:.\...\...\22 degrees - 2x Portrait- 72 cell - 100mph -, Opsf.r3d] Page -3 Page 42 P 7 � 1 Company EPS May 5, 2017 4 Designer JSS 6:22 AM - . t Job Number 17-RAR007 Checked By: UNRISA o 1e s Model Name Generic Ground Mount Example �. Envelope Joint Reactions (Continued) Joint X [IbI LC Y FIbI LC. Z [lbj LC MX fIb-ftl LC MY fib-ftl LC MZ Ib -ft LC i 3 20 m.•• -485.035 6 =51:1.535 18' -191:811 :23 -556.992 23 -3.886 8 =1566.273. -�20 21 N42_ m••• 86.892 '20 1095.419 8 .134 7 .711 6 2.086 8_ 442.651 6 ' 6 22 m • -79.621 �6 • -1090:7 8 •_ 19 _ =140.651' ' 23 - , -760.354 23 - -1.479 .19 -490:105 20 23 - N9 m••. 86.892 20 1095.419 8 .189 28 1.064 28 1.479 19 442.651 6 - 24 --,----,-"— ._ m•:• -79.621' — [6-7--TO-90.779 6 -1-090:779 — _ 19. -140.674 — -23 _ 7760.614 23 -_ `2.086 _ _—_ r8 _-—s. -490.105 - - 20 25 Totals_:_ m.:. 5537.388 120 16995.473 18 0 7 •=4906.784 6 -10170342 1181 -2061.783-1 :23 - i - 4 4 . 44 4 ` , ' { r . - � ` � • ', • �, � fid. •• � , / _- / 3 �•♦ S tint • 1^ +�♦ 4F .. / ! �`, _ - •s ♦. , • .. vft "° C. ~ • RISA -31D Version 14.0.0, . [N:\...\...\...\.'.\...\...\...\:..\22 degrees - 2x Portrait - 72 cell - 100mph - Opsf.r3d] ,Page 4 ' - r Page 43 ; i ENGINEERED POWER SOLUTIONS EnGINEERED 1405 SPRING STREET, SUITE 204 :0WER PASO ROBLES, CA 93446 (805)423-1326 ,A,-. 0WZ -T10- Ns 2.5.2 — Driven Pile Design' • Governing Pile Design Loads (lbs.): 0 Back (Tall) Pile ■ Down: 1752 lbs. ■ Up: -1753 lbs. ■ Lateral: 142 lbs. ■ Moment: 805 lb. -ft. o Front (Short) Pile ■ Down: 1963 lbs. Up:. -948 lbs. ' ■ Lateral: 983 lbs. ■ Moment: 2907 lb. -ft. • Depth Required Due to Vertical Loads: (Piles ar W6x7 r Rapid Rack's Plans) Allowable Soil Design Values used for Clay/Silt Type Soils from CBC Table 1806.2 Bearing: 1500 psf; Lateral Passive: 100 psf/ft (doubled to 200 psf/ft per code deflection allowance section 1806.3.4); Skin Friction: 250 psf Soil conditions are to be field verified (by others). The top 1.0 ft. of soil has been conservatively ignored for skin friction for uplift. o Compression Design: ■ Front Pile • Compressive Resistance: 1.67 ft.*250 psf*8.75 ft. = 3653 lbs. 4 3653 lbs. > 19631bs. 4 OK ■ Back Pile • Compressive Resistance: 1.67 ft.*250 psf*5.5 ft. = 2296 lbs. 4 2296 lbs. > 1752 lbs. 4 OK o Uplift Design: ■ Front Pile: • Uplift Resistance: 1.67 ft.* 250 psf*8 ft. = 3235 lbs. 4 3235 lbs. > 948 lbs. 4 OK ! Back Pile: • Uplift Resistance 1.67 ft.*250 psf*4.5ft. = 1878 lbs. 4 1878 lbs. > 1753 lbs. 4 OK Generic Residential Ground Mount Design Page 44 ENGINEERED POWER SOLUTIONS. EnGINEERED 1405 SPRING STREET, SUITE 204 WEIR PASO ROBLES, CA 93446 (805) 423-1326 SOWTIONS, • Depth Re uired Due to Lateral Loads: Since the front and back post are connected, the average. loads and pile depths were taken to determine lateral adequacy since deflections.at the top of the piles must be equal. Calculations per Section 1807.3.2.1, Eq. 18-1: Nonconstrained Pile/Pier o Avg Pile (depth of 7.125 ft.) d = 0.5A[l+(l+(4.36h/A))1/2 A= 2.34 P/S lb b=0.6ft. S 1 = [200 psf * (7.125 ft. / 3)] = 475 psf P = 461 lbs. A = 2.34 * (461 lbs. / (475 psf * 0.6 ft.)) = 3.78 ft. h = 4.0 ft. (Corresponding height for the moment) d = 0.5 * 3.78 ft. * [1+(1+((4.36 * 4.0 ft.)./ 3.78 ft.))112] = 6.37 ft. 4 7.125 ft. > 6.37 ft. 4 OK r Therefore, use a W_ x7 pile with a front post embedment depth of 8.75 ft. min. and a back post embedment depth fr. min. 1 *EPS does not specialize in corrosion engineering and therefore the corrosion protection requirements of the steel posts, driven piles, and all racking elements/components are not included in EPS's analysis and is the responsibility of others. Generic Residential Ground Mount Design Page 45 ENGINEERED POWER SOLUTIONS EGINEERED, 1405 SPRING STREET, SUITE 204 0WE 1t PASO ROBLES, CA 93446 (805)423-1326 SOWTION'S F 1. k r 2.5.3 — Concrete Pier Design • Depth Required Due to Vertical Loads: (Piers shall be 18" diameter) Allowable Soil Design Values used.for Clay/Silt Type Soils from CBC Table 1806.2 Bearing: 1500 psf; Lateral Passive: 100 psf/ft (doubled to 200 psf/ft per code deflection allowance section 1806:3.4); Skin Friction: 250 psf Soil conditions are to be field verified (by others). The top 1.0 ft. of soil has been conservatively ignored for skin friction for uplift. o Compression Design= ■ Front Pile: • Compressive Resistance: 1.5ft *3.14*250 psf*6 ft. = 7065 lbs. 4 7065 lbs. > 1963 lbs. 4 OK ■ Back Pile: • Compressive Resistance: 1.5ft*3.14 *250 psf * 3.25 ft. = 3826 lbs. 4 3826 lbs. > 1752 lbs. 4 OK o Uplift Design: ■ Front Pile D' • Uplift Resistance: 1.5ft*3.14*250 psf *5 ft. =.5887 lbs. ` 4 5887 lbs. > 948 lbs. 4 OK ■ Back Pile: • Uplift Resistance: 1.5ft * 3.14 *250 psf *2.25ft. = 2649 lbs. 4 2649 lbs. > 1753 lbs. 4 OK • Generic Residential Ground Mount Design Page 46 E-MGINEER.E6 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204, f OWER PASO ROBLES, CA 93446 (805) 423-1326 SOLUTIONS • Depth Required Due to Lateral Loads Since the front and back post -are connected, the average loads and pile depths were taken to determine lateral adequacy since deflections at the top of the piles must be equal. Calculations Per CBC Section 1805.7.2.1, Eq. 18-1: Nonconstrained Pile/Piet o Front Pile (depth of 4.625 ft.) d = 0.5A[1+(1+(4.36h/A))112 A= 2.34 P/S ib b=1.5ft. Sl = [200 psf * (4.625 ft. / 3)]'= 308 psf P = 461 lbs. - A = 2.34 * (461 lbs. / (308 psf * 1.5 ft.)) = 2.33 ft. h = 4.0 ft. (Corresponding height for the moment) d 'O.5 * 2.33 ft. * [1+(1+((4.36 * 4.0 ft.) / 2.33 ft.))'�2] = 4.56 ft. 4 4.625 ft. > 4.56 ft. 4 OK Therefore, use an 18" diameter concrete pier with a front post embedment depth of 6 ft. min. and a back post embedment depth of 3.25 ft. min. *EPS does not specialize in corrosion engineering and therefore the corrosion protection requirements of the steel posts, driven piles, and all racking elements/components are not included in EPS's analysis and is the responsibility of others. Generic Residential Ground Mount Design Page 47 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805) 423-1326 2.5.4 — Concrete Spread Footing Design • UPLIFT RESISTANCE The spread footing resists uplift forces through its own weight. Post Loads per Worst Case Uplift Load Combination (0.6D + W): (Loads are at grade level) • Front ("short") Post: _ o Vertical: 17531bs. • Back ("tall') Post o Vertical':'—­­�-948lbs. The DrowseeSwead footin ' s: • Front (s rt): 3.Oft Wide by 3.0 ft to by 2.5 ft deep • Back (ta : 4.Oft Wide by 4.0 ft :ong by 2.5 ft deep o Front Footing Weight (W)* _ (3.25 ft. * 3.25 ft. * 2.5 ft.) * 150 pcf = 3960 lbs. ' o Back Footing Weight (W)* _ (3.0 ft. * 3.0 ft. * 2.5 ft.) * 150 pcf = 3375 lbs. Using the load combination of 0.6D+W, the required weight is calculated: ' o Front Required Weight (W) = 1753# 0.6. = 2922 lbs. < 3375 lbs. 4 OK o , Back Required Weight (W) = 948# 0.6 = 1580 lbs. < 3960 lbs. 4 OK Generic Residential Ground Mount Design Page 48 C EnGINEERED ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 I oWER PASO ROBLES, CA 93446 (805) 423=1326 vt,UTI-ONS • OVERTURNING RESISTANCE The spread footing resists overturning forces through its own weight and skin friction with the soil. Post Loads per Worst Case Overturning Load Combination (0.6D + W): • Front ("short") Post: o Vertical: -948 lbs. o Lateral: 983 lbs. - o Moment: 2907 lb -ft. • Back ("tall") Post: o Vertical: -1753 lbs. o Lateral: 142 lbs. o Moment: 805 lb -ft. f 2•� A 3 Spread Footing Weight (W) required to resist overturning (either direction): (Point "A" is the bottom corner furthest, away from the center of each post) *Upper lft is conservatively ignored for skin friction Front: M S rUN i --t j Lr - o EM@A = 0 =-(-948lbs) * (3.25ft / 2) +983lbs * 2.5ft + 2907 - [(2.5 ft -1ft) 3.25ft * 3.25ft *250psf] 4 2945# = 0.6*W*(3.25ft / 2 ) -� W = 3020 lbs. < 3960 lbs. 4 OK Back: o EM@A = 0 = -(-17531bs) * (3.Oft / 2) +142lbs * 2.5ft + 805 — [(2.5 ft -lft) * 3ft * 3ft *250psf] '_ 415# = 0.6*W*(3ft / 2 ) 4 W = 461 lbs. < 3375 lbs. 4 OK Generic Residential Ground Mount Design - Page 49 r ENGINEERED POWER SOLUTIONS ENGINEERED 1405 SPRING STREET, SUITE 204 01WER PASO ROBLES, CA 93446 _ (805)423-1326 - 'SOLUTIONS' • LATERAL (SLIDING) RESISTANCE The spread footing resists sliding from friction between the bottom of the footing and the soil. A worst-case Coefficient of Friction of 0.25 has been used as given in the soil design value in the CBC. Lateral passive resistance has conservatively been ignored. Post Loads per Worst Case Lateral Force Load Combination (D + W): (Loads are at grade level) • Front ("short") Post: - o Lateral: 983 lbs. • Back ("tall") Post: o _ Lateral: 142 lbs. The required Spread Footing Weight (W) to resist sliding is as follows: o Front Footing Weight (W) = [(983#) / 0.251 = 3932 lbs. < 3960 lbs. 4 OK o Back Footing Weight (W) _ [(142#) / 0.251 = 568 lbs. < 3375 lbs. 4 OK 1 Generic Residential Ground Mount Design Page 50 ' ENGINEERED POWER SOLUTIONS ENGINEERED s 1405 SPRING STREET, SUITE 204 RWER PASO ROBLES, CA 93446 (805)423-1326 SOLOTIONS k' • VERTICAL BEARING A minimum soil bearing capacity of 1,500 psf has been used as listed in the soil design values of the IBC. Post Loads per Worst Case Downward Load Combination (D + W): (Loads are at grade level) ' Front ("short") Post: o Vertical: +1752 lbs. Back ("tall") Post: o- Vertical: +1963 lbs. The total load of 1752# over the Spread footing footprint (10.5 ft2) equates to a total load of 266 psf. If the self -weight of the footing is included (3960 lbs.) the total bearing pressure is then 544 psf which is well under the allowable limit of 1,500 psf. 4 OK Back: The total load of 1963# over the Spread footing footprint (9 ft2) equates to a total load of 218 psf. If the self -weight of the footing is included (3375 lbs.) the total bearing pressure is �t then 593 psf which is well under the allowable limit of 1,500 psf. 4 OK r, Generic Residential Ground Mount Design Page 51 ENWHEEIRED ENGINEERED POWER SOLUTIONS � 1405 SPRING STREET, SUITE 204 i OWER PASO ROBLES, CA 93446 (805) 423-1326 SOLUTIONS } i w. A -BASE RAIL LENGTH F - BASE RAIL :........ CANTILEVER FRONT D REAR `,= rte, .•-�.^9 t�'" .yam ;i C- MODULE FACE HEIGHT 1 Q - FRONT PILE ABOVE GRADE E - ARRAY TILT HEIGHT ABOVE ' E B- MINIMUM CLEARANCE - I I-1 I El I I-III I I-III-III-I I -III-I ABOVE GRADE II III-1II-1II— II1= II —� ,— 14 - FRONT PILE LENGTH O - FRONT PILE EMBEDMENT DEPTH t D - REAR . CLEARANCE ABOVE GRADE R REAR PILE HEIGHT ABDVE GRADE N - REAR PILE LENGTH' 1=III III=III: P - REAR PILE ETABEiH1ENi DET1iH L - NORTH - SOUTH PILE SPACING Figure 1— T`ypical 2x Array (driven pile shown) 4 F F , Generic Residential Ground Mount Design Page 52 F t ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326 �f y POW VGVE twME out- .L^kew,.e'F•=,r E-#;�.&LY ml,AiF1G�+'f.ltJ'iP3E. . fiF �Er99isEf`' Giis!E tJ kaRf4tE:+ P. - i' i At 'bT.fe;TC?MkpNl7z' -7 1SNAFFT :liCMIDk g;l'V. .� 6EOP�.�JT Ci>�tiJ6- QC -,H OEITfH Pi2l3Fi:d.E ELEVATION VIEW 11=11 6Fu4a 1�k rff5 J Figure 2 — Typical 3x Array (Concrete Pier shown)' Generic Residential Ground Mount Design Page 53 - f ENGINEERED POWER SOLUTIONS FWGINEERED � 1405 SPRING STREET, SUITE 204 L OWER PASO ROBLES, CA 93446 (805)423-1326 11A.S:OLUTIIQNS.6 B-MWAUM CLEARANCE ABOVEGRADE A- BASE RAM LENGTH p F -BASE RAM fANTILEVER� �� FRONT 8 REAR D - REAR w-"•�y' CLEARANCE ABOVE R- REAR PILE GRADE Q - FRONT PILE MGHT ABOVE GRADE . HEIGHT ABOVE GRADE £ - ARRAY TMT I J i I N- REAR PILE , III I�II�II M - FRONT PILE LENGTH O - FRONT PILE P - REAR PILE. EMBEDMENT DEPTH EMBEDMENT DEPTH . I L - NORTH -SOUTH PILE SPACING --�{ Figure 3 — Typical 4x Array (Driven Pile shown) Generic Residential Ground Mount Design Page 54 ENGINEERED POWER SOLUTIONS 1405 SPRING STREET, SUITE 204 PASO ROBLES, CA 93446 (805)423-1326, APPENDIX { (For Reference Only) ~ r Worst Case Reaction Forces 3 High - 72 Cell 110 mph 0 20 Back Front Back Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 85 1410 71 1157 100 mph Back 0 Front 20 Back Front Down (lbs) 1752 1963 2144 2128 Up (lbs) -1753 "" -948 -1739 -860 Lateral (lbs) 142 983 145 892 Moment (Ib -ft) 805 2907 825 2636 3 High - 72 Cell 110 mph 0 20 Back Front Back Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 85 1410 71 1157 110 mph Back 0 Front Back 20 Front Down (lbs) 2081 2107 2376 2364 Up (lbs) -2143 -1079 -2143 -1079 Lateral (lbs) 175 1078 175 1078 Moment (Ib -ft) 998 3188 997 3188 3 High - 72 Cell 110 mph 0 20 Back Front Back Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 85 1410 71 1157 100 mph Back 0 Front Back 20 Front Down (lbs) 2615 1561 2622 1884 Up (lbs) -1170 -1564 -1052 -1450 Lateral (lbs) 78 1278 85 1050 Moment (Ib -ft) 618 3646 657 3459 110 mph 0 20 Back Front Back Front Down (lbs) 2800 1647 2546 1814 Up (lbs) -1345 -1751 -1089 -1448 Lateral (lbs) 85 1410 71 1157 100 mph Back 0 Front Back 20 Front Down (lbs) 2615 1561 2622 1884 Up (lbs) -1170 -1564 -1052 -1450 Lateral (lbs) 78 1278 85 1050 Moment (Ib -ft) 618 3646 657 3459 Moment (Ib -ft) 682 4025 560 3301 Worst Case Reaction Forces i 100 mph Back 0 Front Back 20 Front Down (lbs) 1396 1978 1729 1977 Up (Ibs) -654 -1375 -653 -1216 Lateral (Ibs) 153 809 155 707 Moment (Ib -ft) 791 2088 800 2123 i 100 mph Back 0 Front Back 20 Front Down (Ibs) 2549 2460 2697 2618 Up (Ibs) -2418 -1204 -2128 -1050 Lateral (lbs) 121 1365 106 1190 Moment (Ib -ft) 875 4110 762 3580 i 100 mph Back 0 Front Back 20 Front Down (Ibs) 3402 3154 3587 3386 Up (Ibs) -3106 -1582 -2733 -1382 Lateral (lbs) 118 1853 104 1618 Moment (Ib -ft) 1096 6306 956 5498 i 110 mph Back 0 Front Back 20 Front Down (lbs) 1642 2074 1909 2213 Up (lbs) 824 -1502 -824 -1502 Lateral (lbs) 187 854 187 854 Moment (Ib -ft) 968 2567 968 2567 110 mph Back 0 Front Back 20 Front Down (Ibs) 2993 2843 2989 2903 Up (Ibs) -2936 -1462 -2625 -1316 Lateral (Ibs) 141 1594 127 1438 Moment (Ib -ft) 1022 4802 922 4330 110 mph Back 0 Front Back 20 Front Down (Ibs) 3855 3580 3993 3762 Up (Ibs) -3700 -1904 -3373 -1732 Lateral (lbs) 136 2151 124 1956 Moment (Ib -ft) 1273 7329 1156 6655 GARY SMITH RESIDENCE - 708 kW DC -PHOTOVOLTAIC SYSTEM INS BUTTE COUNTY -'JUL 0 6 2017 SHEET INDEX 1 COVER SHEET 2 TABLE DIMENSIONS 1 3 TABLE DIMENSIONS 2 4 CONSTRUCTION DETAILS 1 5 CONSTRUCTION DETAILS 2 6 HARDWARE DETAILS 1 7 HARDWARE DETAILS 2 8 GROUNDING PLANS 9 GROUNDING DETAILS 10 FOUNDATION DETAILS 11 ARRAY LAYOUT BUTTE COUNTY -'JUL 0 6 2017 DEVELOPMENT SERVICES " • GENERAL NOTES � � - 1. I ALL WORK SHALL BE DONE IN ACCORDANCE WITH LATEST EDITION OF THE INTERNATIONAL BUILDING CODE AND AMENDMENTS MADE BY LOCAL JURISDICTIONS. 2. ALL LOCAL AND NATIONAL ELECTRICAL CODES SHALL BE FOLLOWED IN THE CONSTRUCTION AND COMMISSIONING OF THE PHOTOVOLTAIC SYSTEM. 3. ALL DIMENSIONS OF EXISTING SITE CONDITIONS MUST BE VERIFIED BEFORE COMMENCING WORK. 4. BEFORE BEGINNING ANY WORK CONTRACTOR SHALL NOTIFY OWNER, OWNERS REPRESENTATIVE, RAPID RACK, AND DESIGN ENGINEER OF ANY DIFFERENCES NOTED AMONG SITE CONDITIONS, MANUFACTURER INSTRUCTIONS, OR CODES, REGULATIONS, OR RULES OF JURISDICTIONS HAVING AUTHORITY. r' TALLAT MODULE SPECIFICATIONS MODEL:. HANWHA Q.PLUS BFR -G4.1 280 POWER: 280 W HEIGHT: 65.7 in WIDTH: • 39.4 in FRAME: 33 mm WEIGHT: 41.5 lbs DEVELOPMENT SERVICES " • GENERAL NOTES � � - 1. I ALL WORK SHALL BE DONE IN ACCORDANCE WITH LATEST EDITION OF THE INTERNATIONAL BUILDING CODE AND AMENDMENTS MADE BY LOCAL JURISDICTIONS. 2. ALL LOCAL AND NATIONAL ELECTRICAL CODES SHALL BE FOLLOWED IN THE CONSTRUCTION AND COMMISSIONING OF THE PHOTOVOLTAIC SYSTEM. 3. ALL DIMENSIONS OF EXISTING SITE CONDITIONS MUST BE VERIFIED BEFORE COMMENCING WORK. 4. BEFORE BEGINNING ANY WORK CONTRACTOR SHALL NOTIFY OWNER, OWNERS REPRESENTATIVE, RAPID RACK, AND DESIGN ENGINEER OF ANY DIFFERENCES NOTED AMONG SITE CONDITIONS, MANUFACTURER INSTRUCTIONS, OR CODES, REGULATIONS, OR RULES OF JURISDICTIONS HAVING AUTHORITY. r' TALLAT ASCE WIND S SNOW LOAD PARAMETERS RAPID RACK ARRAY OVERVIEW ' ARRAY ARRAY SIZE ARRAY COUNT ORIENTATION # OF MODULES TOTAL kW MODULE TYPE TOTAL PILES 1 2 x 14 1 PORTRAIT 28 7.84 HANWHA Q.PLUS BFR -G4.1 280 8 2- 0.85 ,3 I 4 C TOTALS 1 28 C 7.84 8 ASCE WIND S SNOW LOAD PARAMETERS DESCRIPTION . VALUE WIND SPEED, mph 100 WIND DIRECTIONALITY FACTOR Ka 0.85 RISK CATEGORY I EXPOSURE CATEGORY C TOPOGRAPHIC FACTOR Kr 1 ARRAY TILT, " 21 GUST EFFECT FACTOR G 0.85 GROUND SNOW LOAD, psf 0 DEAD LOAD, psf 2.31 DESIGN LOAD DOWNFORCE, psf 22.31 DESIGN LOAD UPLIFT, psf 18.80 5. DIMENSIONS MARKED TBV ARE TO BE VERIFIED IN THE FIELD. THOSE - MARKED AS NTS ARE NOT TO SCALE. ALL OTHERS ARE ASSUMED TO BE ` CORRECT, BUT SHOULD BE CHECKED WITH OTHER DRAWINGS AND VERIFIED BY THE CONTRACTOR. ` 6. ALL DIMENSIONS SHOWN ARE IN INCHES UNLESS OTHERWISE NOTED. ' 7. ALL MATERIALS NOT SHOWN IN THIS PLAN ARE THE RESPONSIBILITY OF OTHERS. 8. BEFORE BEGINNING ANY WORK OR DRIVING ANY TEST PILES, CONTRACTOR SHALL LOCATE ALL SUBSURFACE UTILITIES. 9. DESIGN OF THIS MOUNTING SYSTEMS AND IT'S FOUNDATIONS ARE ACCORDING TO THE IBC 2015, CBC 2016, AISI 2007, ADM 2005, ASCE 7-10, AND AISC 13th EDITION. GENERAL SOLAR SPECIFICATIONS 1. ALL MODULES SHALL BE GROUNDED WITH SGB OR PROVEN EQUAL. 2. AWG #10 OR #6 SOLID BARE COPPER GROUND WIRE SHALL RUN UNSPLICED FROM EACH MODULE TO THE GROUND SHARK(S). ASCE 7-10 SEISMIC LOAD PARAMETERS DESCRIPTION ARRAY 1 MAPPED SPECTRAL RESPONSE 0.2s, S, 0.605 MAPPED SPECTRAL RESPONSE Is, S1 0.271 SITE SOIL CLASSIFICATION D SEISMIC DESIGN CATEGORY D SEISMIC RESPONSE COEFFICIENT, Cs _ 0.424 EFFECTIVE SEISMIC WEIGHT, lbs 1,608 EFFECT OF HORIZONTAL FORCES, EI, 358 _ EFFECT OF VERTICAL FORCES, E� 171 . DESIGN LOAD DOWNFORCE, Ibs 1,978 DESIGN LOAD UPLIFT, lbs 1,096 ARRAY HEIGHT Z, ft 6.39 3. SOLAR MODULES SHALL BE AS SPECIFIED ON TABLES (BY OTHERS). 4. - COMPLETE ELECTRICAL DIAGRAMS ARE NOT INCLUDED IN THIS PACKAGE. 5. RACKING SHALL BE RAPID RACK GROUND MOUNT ARRAY AT TILT AS SPECIFIED ' ON TABLES. 6. CONTRACTOR IS RESPONSIBLE FOR FINAL SOLAR FIELD LOCATION BASED ON y INFORMATION PROVIDED. 7. ALL RACKING AND MOUNTING HARDWARE PROVIDED BY RAPID RACK CARRY A 20 YEAR WARRANTY. 8. ALL ALUMINUM RAILS SHALL HAVE A %" THERMAL EXPANSION PER 20 ft OR MAINTAIN A MINIMUM OF X16" BETWEEN MODULES. 9. ALL CONSTRUCTION SHALL BE ACCORDING TO THE MOST RECENT VERSION OF y THE INSTALLATION MANUALS. 10. ALL BONDING OF THE MOUNTING SYSTEMS TESTED ACCORDING TO UL STANDARD 2703. 11. ALL STRUCTURAL STAINLESS STEEL BOLTS SHALL BE TIGHTENED TO 25 ft -lbs. 12. SELF DRILLING SCREWS AT THE PILE BRACKET SHALL BE TORQUED TO 8 ft -lbs. 13. SELF DRILLING SCREWS AT SPLICES AND EDGE STOPS SHALL BE TIGHTENED TO 3 ft -lbs. - 14. GROUND SHARK SHALL BE TIGHTENED TO 20 ft -lbs. ASCE 7-10 FOUNDATION REACTION FORCES DESCRIPTION ARRAY 1 F1 - LATERAL FORCE - DOWN, lbs 647 F2 - VERTICAL FORCE - DOWN, IDS 1,372 F3 - LATERAL FORCE - UP, lbs 559 F4 - VERTICAL FORCE - UP, lbs 1,249 M1 - BENDING MOMENT, ft -lbs 2,271 F5 - LATERAL FORCE - DOWN, lbs 121 F6 - VERTICAL FORCE - DOWN, lbs 1,420 F7 - LATERAL FORCE - UP, Ibs 105 F8 - VERTICAL FORCE - UP, Ibs 1,293 M2 - BENDING MOMENT, ft -lbs s 744 PILE FIXITY DEPTH, in 12 PERMIT # �� 7-/ p3 BUTTE COUNTY DEVELOPMENT SERVICES . REVIEWED FOR CODE COMPLIANCE KATE 8-/0-/,;7 BY � r - - �0 r-1 L; (::>� PROPERTYOF: -__....... .... -._.... ._... -... -: Rapi#Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH 1259 SCHOOL STREET CITY, STATE. ZIP: RICHVALE, CA. 95974 PHONE AHJ: BUTTE COUNTY APN#: 029-163-002-000 PROJECT#: CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 I W C 76738 u' m EXP. 12/31/18 ;a * sp CIVN- qTF OF CP.LIFO� 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: I D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE: COVER SHEET. SHEET: ' 1 . OF 11 I I % - 1 inch { Scale to Confirm 11" x 17" Plot © Copyright 2017, RAPID RACK - RAPID RACK ARRAY DIMENSIONS ITEM DESCRIPTION ARRAY 2x14 ASTM 8221 ALUMINUM 6005A T61 ALLOY A BASE RAIL LENGTH, in 138.50 B MINIMUM CLEARANCE ABOVE GRADE, in 21.00 ASTM A302 STAINLESS STEEL C D E _ F G H I J MODULE FACE HEIGHT ABOVE GRADE, in REAR CLEARANCE ABOVE GRADE, in ARRAY TILT, deg BASE RAIL CANTILEVER, in ARRAY LENGTH, in ARRAY WIDTH, in INSERTION RAIL CANTILEVER, in CRITICAL MODULE POCKET DIMENSIONS, in 30.00 70.63 21.00 25.34 553.50 129.30 57.68 66.08 CALL FOR;BUTTE"COUNTY_ BUILDING INSPECTION' BEFORE COVERING TO VERIFY= _�- INSTALLATION K EAST -WEST PILE SPACING; in 146.00 ASTM 8221 ALUMINUM 6005A T61 ALLOY ? L NORTH -SOUTH PILE SPACING, in 82.00 ASTM F593A STAINLESS STEEL M FRONT PILE LENGTH, in 57.00 ASTM 304 STAINLESS STEEL N _ REAR PILE LENGTH, in 84.00 O FRONT PILE EMBEDMENT DEPTH, in 26.92 ASTM B221 ALUMINUM 7075-T6 ALLOY P REAR PILE EMBEDMENT DEPTH, in 22.45 ASTM B221 ALUMINUM 5052-H32 ALLOY Q FRONT PILE HEIGHT ABOVE GRADE, in 30.08 ASTM A653 STEEL, 50 ksi YIELD, ASTM G235 GALVANIZED R REAR PILE HEIGHT ABOVE GRADE, in 61.55 S FRONT PILE FOUNDATION DEPTH, in 30.00 T REAR PILE FOUNDATION DEPTH, in 30.00 U FRONT CONCRETE FOUNDATION DIAMETER, in 36.00 UZ REAR CONCRETE FOUNDATION DIAMETER, in 21.00 PERMIT # �� 7-/ p3 BUTTE COUNTY DEVELOPMENT SERVICES . REVIEWED FOR CODE COMPLIANCE KATE 8-/0-/,;7 BY � r - - �0 r-1 L; (::>� PROPERTYOF: -__....... .... -._.... ._... -... -: Rapi#Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH 1259 SCHOOL STREET CITY, STATE. ZIP: RICHVALE, CA. 95974 PHONE AHJ: BUTTE COUNTY APN#: 029-163-002-000 PROJECT#: CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 I W C 76738 u' m EXP. 12/31/18 ;a * sp CIVN- qTF OF CP.LIFO� 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: I D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE: COVER SHEET. SHEET: ' 1 . OF 11 I I % - 1 inch { Scale to Confirm 11" x 17" Plot © Copyright 2017, RAPID RACK - MATERIAL SPECIFICATIONS DESCRIPTION MATERIAL XL 33 mm INSERTION RAIL ASTM 8221 ALUMINUM 6005A T61 ALLOY XXL BASE RAIL ASTM 8221 ALUMINUM 6005A T61 ALLOY INSERTION RAIL SPLICE SET INSERTION RAIL SPLICE ASTM 8221 ALUMINUM 6005A T61 ALLOY Y<" x 20 x 1" SELF DRILLING SCREW ASTM A302 STAINLESS STEEL STD RETAINING CLIP SET ¢" - 16 x %" BOLT ASTM F593C STAINLESS STEEL Ys"- 16 SLOT NUT ASTM 304 STAINLESS STEEL STD RETAINING CLIP ASTM 8221 ALUMINUM 6005A T61 ALLOY ? HD PILE BRACKET SET %" - 16 x %" BOLT ASTM F593A STAINLESS STEEL e" ID SPLIT LOCK WASHER ASTM 8221 ALUMINUM 7075-T6 ALLOY %"- 16 HD SLOT NUT ASTM 304 STAINLESS STEEL PILE BRACKET ASTM A36 STEEL, POWDER COATED WITH ZINC UNDERCOAT PILE BRACKET ATTACHMENT SET Yo" x 20 x 1-y" SELF DRILLING SCREW SAE J429 GRADE 5 CARBON STEEL, STALGARD COATING X" ID x 0.687 OD x 0.045 SPLIT LOCK WASHER ASTM B221 ALUMINUM 7075-T6 ALLOY XL EDGE STOP SET XL EDGE STOP ASTM B221 ALUMINUM 5052-H32 ALLOY & x 20 x 1" SELF DRILLING SCREW ASTM A302 STAINLESS STEEL C CHANNEL 5 x 3 PILE ASTM A653 STEEL, 50 ksi YIELD, ASTM G235 GALVANIZED PERMIT # �� 7-/ p3 BUTTE COUNTY DEVELOPMENT SERVICES . REVIEWED FOR CODE COMPLIANCE KATE 8-/0-/,;7 BY � r - - �0 r-1 L; (::>� PROPERTYOF: -__....... .... -._.... ._... -... -: Rapi#Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH 1259 SCHOOL STREET CITY, STATE. ZIP: RICHVALE, CA. 95974 PHONE AHJ: BUTTE COUNTY APN#: 029-163-002-000 PROJECT#: CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 I W C 76738 u' m EXP. 12/31/18 ;a * sp CIVN- qTF OF CP.LIFO� 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: I D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE: COVER SHEET. SHEET: ' 1 . OF 11 I I % - 1 inch { Scale to Confirm 11" x 17" Plot © Copyright 2017, RAPID RACK - �SV IX, R ` F G1 6 &R�ptz �R6N6 E - ARRAY TILT A- R - REAR PILE HEIGHT ABOVE GRADE D - REAR CLEARANCE ABOVE GRADE ` PROPERTY OF: . __..__.._..... _...................... _..... _... _ Rack Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS �+ DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH ADDRESS: 1259 SCHOOL STREET CITY, STATE, LP: RICHVALE, CA. 95974 PHONE: AHJ: BUTTE COUNTY APNM 029-163-002-000 PROJECU: CH -3701 N - REAR PILE PE STAMP: C- MODULE Q - FRONT PILE LENGTH EPS FACE HEIGHT HEIGHT ABOVE v 1405 Spring Street, Ste. 204 ABOVE GRADE GRADE Paso Robles, CA 93446 B- MINIMUM30tt oROFESS/?4 CLEARANCE 8 ABOVE GRADE < M -FRONT PILE LU �� C 76738 u' m LENGTH * EXP. 12/31/18 5 7 t� srq C►vn. rF OF cA��F°� 6/29/17 O -FRONT PILE #5 P - REAR PILE For Structual Elements Only EMBEDMENT -- REBAR EMBEDMENT Electrical Design By Others DEPTH I CAGE DEPTH , See "Structural Documentation _ Packet" for Additional Info. " I I I I III I REVISION SCHEDULE a I I III III III- T - REAR PILE No. Date Description S - FRONT PILE 8 FOUNDATION FOUNDATION : °g b e DEPTH DEPTH pit —_ ° O rrl NOTE: CALLOUT LETTERS REFER TO DIMENSIONS TABLE U DRAWN BY: D.TAYLOR FRONT UZ -REAR - ON SHEET 1 f CONCRETE CONCRETE APPROVED BY: GENERAL CONSTRUCTION TOLERANCES FOUNDATION FOUNDATION DATE: 6/28/2017 . f t 4 IN. FOR BASE RAIL SPACING WIDTH L -NORTH -SOUTH PILE SPACING t WIDTH PcFiMIT # TITLE. TABLE DIMENSIONS 1 f 4 IN. FOR INSERTION RAIL CANTILEVER - ZI BUTTE COUNTY DEVELOPMENT SERVICES f 2 IN. FOR SINGLE PILE LOCATION 3(o REVIEWED FOR SHEET: 2 OF 11 f 5° FOR PILE ROTATION CODE COMPLIANCE f 2^ FOR PILE PLUMB PROFILE ELEVATION VIEW H - H f 2° FOR ARRAY TILT ^ATF S3 �� BY I I + e in -A, in FOR INSERTION RAIL SPACING NTS 1 inch Scale to Confirm 11" x 17" Plot + j in 7 j in FOR PILE BRACKET HEIGHT © copyright 2017. RAPID RACK - t - .. __.... _.... _.............................. ......_._.._. I J G - ARRAY LENGTH K - EAST WEST SUPPORT SPACING ELEVATION VIEW NTS REFER TO TABLE BELOW FOR INSERTION RAIL PATTERN a x PROPERTY OF: - .. __.... _.... _.............................. ......_._.._. Less Time. More Savings. t 15 PEPSI WAY TITLE: TABLE DIMENSIONS 2 DURHAM, CA 95678 I I 1 inch Scale to Confirm 11" x 17" Plot ©CovNlght 2017, RAPID RACK (831) 334-8833 ., I - CANTILEVER FROM CENTER OF BASE www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION RAIL TO END OF ST TION RAIL AT INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF EAST AND WEST ENDS ' RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR I SEE SHEET 2 FOR IN PART FOR ANY OTHER PROJECT WITHOUT THE . PROFILE VIEW H -H WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. • _ - RAPID RACK IS FORMERLY KNOWN AS - - UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION I - NAME GARY SMITH I - ♦ ♦ - ADDRESS 1259 SCHOOL STREET . - CITY. STATE. ZIP: - RICHVALE, CA. 95974 . PHONE: - H AHJ: BUTTE COUNTY APN#: 029-163-002-000 PROJECT#: ' CH -3701 Y8" ASSUMED BETWEEN MODULES IF RIGID PE STAMP SPLICES ARE USED, AS SMALL AS 0" IS EPS ACCEPTABLE WHEN EXPANSION SPLICES ARE USED 1405 Spring Street, Ste. 204 P r FIRST INSERTION INTERIOR INSERTION FINAL INSERTION RAIL LENGTH RAIL LENGTHS RAIL LENGTH PV SPE (ON CALLOUT LETTERS REFER APPROVED BY: 1 TITLE: TABLE DIMENSIONS 2 TO DIMENSIONS TABLE I I 1 inch Scale to Confirm 11" x 17" Plot ©CovNlght 2017, RAPID RACK I - CANTILEVER FROM CENTER OF BASE ON SHEET 1 RAIL TO END OF ST TION RAIL AT t EAST AND WEST ENDS GENERAL CONSTRUCTION TOLERANCES H - ARRAY NOTE: PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ^ATE B II. /% BY egFL TOTAL LENGTH OF ARRAY G, in. 553.5 CALLOUT LETTERS REFER APPROVED BY: DATE: 6/28/2017 TITLE: TABLE DIMENSIONS 2 TO DIMENSIONS TABLE I I 1 inch Scale to Confirm 11" x 17" Plot ©CovNlght 2017, RAPID RACK I - CANTILEVER FROM CENTER OF BASE ON SHEET 1 RAIL TO END OF ST TION RAIL AT t EAST AND WEST ENDS GENERAL CONSTRUCTION TOLERANCES t 4 IN. FOR BASE RAIL SPACING PLAN VIEW t 4 IN. FOR INSERTION RAIL CANTILEVER- NTS * 2 in FOR SINGLE PILE LOCATION t 5° FOR PILE ROTATION f 2° FOR PILE PLUMB t 2° FOR ARRAY•TILT + in -16 in FOR INSERTION RAIL SPACING + in - in FOR PILE BRACKET HEIGHT Paso Robles, CA 93446 MODULES, AS ogOFESS/ONq CIFIED ON SHEET.1 '- 'FW 8 LY 3 SHOWN FOR CLARITY) Q ,fes' • ��. LU C 76738 to m Of EXP. 12/31/18 o'l CIVI\- qTF OF CA1.\FOS 6/29/17 For Structual Elements Only WIDTH Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description —►— %4'I SPACE BETWEEN INSERTION RAIL ENDS ` INSERTION RAIL PATTERN INSERTION INSERTION INSERTION ARRAY RAIL LENGTH RAIL LENGTH RAIL LENGTH - P„ in. - P2, in. - P3, in. 1 240 101 120 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ^ATE B II. /% BY egFL TOTAL LENGTH OF ARRAY G, in. 553.5 DRAWN BY: D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE: TABLE DIMENSIONS 2 SHEET: 3 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©CovNlght 2017, RAPID RACK PROPERTY OF GENERAL CONSTRUCTION TOLERANCES t 4IN. FOR BASE RAIL SPACING _ ._....... ---.............. ............ __ _.................. t 4 IN. FOR INSERTION RAIL CANTILEVER • /� D - ���� t 2 IN. FOR SINGLE PILE LOCATION- - / \ S" - 20 x 1" STAINLESS STEEL SELF DRILLING Less Time. More Savings. i 5° FOR PILE ROTATION t 2" FOR PILE PLUMB �' _ SCREW FOR EDGE STOP (X2) 15 PEPSI WAY t 2" FOR ARRAY TILT DURHAM, CA 95678 +e in - J, in FOR INSERTION RAIL SPACING C + in - in FOR PILE BRACKET HEIGHT1 (831) 334-8833 RETAINING CLIP SET (ON UPHILL EDGE): www.rapidrack.com { • %" - 16 x 4" STAINLESS STEEL HEX BOLT THESE DOCUMENTS, IDEAS. DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A " B - • HEAVY DUTY ALUMINUM RETAINING CLIP \� /; • HEAVY DUTY SLOT NUT PROFESSIONAL SERVICE, ARE THE PROPERTY OF XL EDGE STOP RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR " 1 PER RAIL END - r IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS A • `� �` " DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS \ / • ® UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION 0 NAME: ' %2" GARY SMITH ADDRESS: 1259 SCHOOL STREET ` BASE RAIL END CAP CITY, STATE. ZIP: • 2 PER RAIL RICHVALE, CA. 95974 PHONE: BASE RAIL, AS AHI: SPECIFIED ON BUTTE COUNTY SHEET 1 aPNa: 029-163-002-000 PROJECTd: CH -3701 - PE STAMP: DETAIL IDENTIFIER DETAIL A @ LOWER INSERTION RAIL CONNECTION NTS - ALL TABLES WITH EDGE STOP SHOWN SCALE 1 :6 EPS - 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 - oROFESS/O XL EDGE STOP (NOT SHOWN FOR CLARITY) `-.�/.FW , 8�,;. ✓� w u' m C 76738 XL INSERTION RAIL f EXP. 12/31/18 MODULE FRAMES ALL MIDDLE INSERTION RAILS SEE SHEET 1 FOR PV * - -1 mm TOLERANCE REQUIRE 2 HEAVY DUTY RETAINING CLIPS PER CONNECTION MODULE SPECIFICATIONS GAP ABOVE MODULE t, CIVIL �P XL INSERTION RAIL OF CAUF EXPANSION SPLICE 6/29/17 For Structual Elements Only Y" x 1" SELF DRILLING SCREWS _ Electrical Design By Others FOR EXPANSION SPLICE See "Structural Documentation ATTACH 8 SCREWS TO ONE RAIL ONLY (x8) Packet" for Additional Info. REVISION SCHEDULE No. Date Description UPPER INSERTION RAIL 1 HEAVY DUTY RETAINING CLIP ` — REQUIRED ON THE DOWNHILL EDGE PERMIT # DRAWN BY: D.TAYLOR BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR APPROVED BY: CODE COMPLIANCE DATE: 6/28/2017 E: CONSTRUCTION DETAILS 1 SATE $ /D /� BY 15 SHEET: 4 OF 11 -DETAIL B @ MIDDLE INSERTION RAIL CONNECTION DETAIL C @ UPPER INSERTION RAIL CONNECTION 1 inch SCALE 1 :6 SCALE 1 :6 Scale to Confine 11" x 17" Plot • © Copxight 2017, RAPID RACK ' PROPERTY OF Less Time. More Savings. 15 PEPSI WAY 1 DURHAM, CA 95678 J - CRITICAL MODULE POCKET t ..DIMENSION= MODULE HEIGHT + 3/" (831) 334-8833 www.rapidrack.com XL INSERTION RAIL EDGE STOP 2 PER SEE SHEET 1 FOR PV � - THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION MODULE SPECIFICATIONS ROW OF INSERTION RAIL AT EACH END INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE • WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. ° TOP OF PILE BRACKET FLUSH - ' - RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS WITH TOP OF PILE + Y4' - 3/4" %4" x 1 SS SELF DRILLING SCREW FOR EDGE STOP (X2) PROJECT INFORMATION C 5 X 3 I- INSERTION RAIL CANTILEVER SLOT NUT = CANTILEVER FROM MIDPOINT OF LAST GARY SMITH (X2) BASE RAIL TO END OF INSERTION RAIL AooREss. r AT EAST AND WEST 1259 SCHOOL STREET PILE BRACKET CITY, STATE. ZIP: RICHVALE, CA. 95974 PHONE: • AHJ: _ BUTTE COUNTY APN#: 029-163-002-000 PROJECTu: DETAIL D - CRITICAL MODULE POCKET DIMENSION -DETAIL E - CANTILEVER DISTANCE - CH -3701 NTS NTS PE STAMP: PERMIT # EPS BUTTE COUNTY DEVELOPMENT SERVICES 1405 Spring Street, Ste. 204 RF\/IE18IFzD FOR M CODE COMPLIANCE Paso Robles, CA 93446 DATE _/0/% BY `✓L oRO��lp�yq� DETAIL G SEE SHEET 9 ' - FOR GROUNDING DETAILS XL INSERTION RAIL / w C 76738 �')m ` of EXP.12/31/18 / ;o)) r pni INr1TNr; r1FTGTl C -4- GENERAL GENERAL CONSTRUCTION TOLERANCES t 4 IN. FOR BASE RAIL SPACING t 4 IN. FOR INSERTION RAIL CANTILEVER t 2 IN. FOR SINGLE PILE LOCATION t 5° FOR PILE ROTATION t 2° FOR PILE PLUMB t 2' FOR ARRAY TILT +8 in - tb in FOR INSERTION RAIL SPACING + a in - 3 in FOR PILE BRACKET HEIGHT t Electrical Design By Others See "Structural Documentation ° ° XL BASE RAIL Packet" for Additional Info. 8" 7/e' 3/" SPLIT LOCK WASHER Y4" x 1 (BETWEEN BOLT HEAD AND I REVISION SCHEDULE SELF DRILLING SCREW FOR PILE BRACKET FOR IBONDING I No. Date Description 18" EXPANSION SPLICE, PILE BRACKET SET " FOUNDATION ATTACH 8 SCREWS TO ONE 3/8".x 3/4" HEXBOLT F593A (X2) TO XL BASE RAIL RAIL ONLY (X8) 3/8" SPLIT LOCK WASHER (X2) HD SLOT NUT (X2) T . Y4' x 1" STALGARD COATED SELF DRAWN BY: D.TAYLOR PILE BRACKET DRILLING SCREWS IN THE PATTERN SHOWN OR USE THE ALTERNATE APPROVED BY: I- CENTER OF SPLICE PATTERN SEE SHEET 9 DETAIL G DATE: 6/28/2017 MUST OCCUR IN OPEN 800 (X6) OF EAST -WEST SPANK_ _ _ rIrLE: CONSTRUCTION DETAILS 2' _ _ _ _ _ _ 14" SPLIT LOCK WASHER FOR PILE BRACKET TO PILE BONDING SHEET: 5 OF 11 UNDER ANY 2 SELF DRILLING SCREWS DETAIL F - INSERTION SPLICE DETAIL, EXPANSION (X2) — — — — — — — — J I I NTS - WITH PILE CONNECTION SHOWN 1 `"ch Scale to Confirm 11" x 17" Plot • ©Copyright 2017, RAPID RACK PROPERTY OF yl 6" 2 5/8 _.. __........ ................ .......... ....� Less Time. More Savings. 15 PEPSI WAY III DURHAM, CA 95678 116" I I III (831) 334-8833 IIIwww.rapidrack.com - 1y4„ • 3 H ' /4 0 %4 (X10)" I I II I Q " 2 6I I II I I I II I I I III III III I I II I _ I ( III I I III I I II I' I I III I I III I 7 I I/ I I I y THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID WHOLE IN P RT FOR ANY OTHER PRO ECT WITH UTTHE R WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT RETURN DEMAND. APD RACKS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME. GARY SMITH ADDRESS: 1259 SCHOOL STREET CRY. STATE, LP: RICHVALE, CA. 95974 - PHONE: AW: BUTTE COUNTY APN": 029-163-002-000 PILE BRACKET HD RETAINING CLIP' STD RETAINING CLIP STD & HD SLOT NUT SCALE 1:2 r - SCALE 1:1 SCALE 1:1 NOTE: SEE SHEET 1 FOR RETAINING CLIP SPECS SCALE 2:1._ PR°'E""° CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 PERMIT # BUTTE COUNTY CODE DEVELOPMENT SERVICES EVIEWED FOR COMPLIANCE oRossio4 2" _ _ '�P,7E_Z b 7 3„ LU C76738 u' m EXP. 12/31/18 CIV I\. �\P qTF OF 6/29/17 1 ° For Structual Elements Only -13 ` Electrical Design By Others 4 %2” El 2 %8" • Y8" 5" See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. Date Description - DRAWN BY: D.TAYLOR APPROVED BY: r 3 3/4" DATE: 6/28/2017 TITLE: HARDWARE DETAILS 1 " EDGE STOP SCALE 1:2 XL INSERTION RAIL SPLICE EXPANSION C 5 x 3 PILE SCALE 1:2 SHEET: 6 of 11. SCALE 1:1 = IN -18"' LENGTHS r ' 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2017, RAPID RACK PROPERTY OF: Less Time. More Savings. ' 15 PEPSI WAY - - DURHAM, CA 95678 (831) 334-8833 . 3/a" x %a" HEXBOLT, SS www.rapidrack.com _UPPER - WING - AWG #6 LOCATION POWDERCOATED GREEN - WASHER AWG #10 LOCATION - - _. - - THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS , DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION LOWER WING _ GARY SMITH SLOT NUT .NAME: ADDRESS: - 1259 SCHOOL STREET �. r, ' - CRY, STATE. ZIP: RICHVALE, CA. 95974 PHONE: GROUND SHARK ASSEMBLY SCALE 1" = 1" PE -{MIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE AW: BUTTE COUNTY APNlf: 029-163-002-000 PROJECT#: DATE_ 8 /� BY CH -3701 . PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 216H \ - - _1171FIE:10 2916" MODULE FRAMES 000aaR,o� D==E] w C 76738 v' m EXP. 12/31/18 7X7 • � aoaosr DDE11:1 clvi\. 9TFOF CAU�o� 6/29/17 For Structual Elements Only 4 %a" _ Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE - • 31y1 fi' - HE��a 1 o��� I ooao No. Date Description 3 1Y16' DRAWN BY: D.TAYLOR - APPROVED BY: ` DATE: 6/28/2017 TITLE: HARDWARE DETAILS 2 XL BASE RAIL XXL BASE RAIL XL INSERTION RAIL PV MODULE: AS SPECIFIED ON SHEET 1 SCALE %2" = 1" SCALE %2" = 1" NTS NTS (BY OTHERS) SHEET. 7 OF 11 NOTE: SEE SHEET 1 I � ' FOR BASE RAIL SPECS - ,inch Scale to Confirm 11" x 17" Plot © Copyright 2017, RAPID RACK - I,,LEGEND -- BARE COPPER WIRE X MODULE GROUND LUG T SYSTEM GROUND �. GROUND SHARK 8 OF 11 DYNOBOND ALL EXPOSED METAL BONDED AND RECOGNIZED TO UL 2703 UL 467 LISTED AND UL 2703 RECOGNIZED GROUND SHARK TO CONNECT EGC TO FRAMEWORK USE 1 GROUND SHARK PER STRING TO SYSTEM GROUND, AND/OR INVERTER, COMBINER BOXES AND DC DISCONNECTS 1 PER ARRAY BONDING THROUGH BOTH EXPANSION AND RIGID SPILCES TESTED AND RECOGNIZED PER UL 2703 GUIDELINES BONDING OF XL INSERTION RAIL TO BASE RAIL TESTED AND UL 2703 RECOGNIZED 0 NOTE: ADDITIONAL GROUNDING DETAILS FOR PILE AND PILE BRACKET ON SHEET 5, DETAIL F GROUNDING NOTES 1. ALL GROUNDING HARDWARE SHALL BE UL APPROVED. 2. ALL WIRE SIZED ACCORDING TO THE NEC. 3. ALL MODULES SHALL BE BONDED TO FRAMEWORK THROUGH EGC WITH SGB OR EQUIVALANT APPROVED GROUND LUG. 4. EAST -WEST MIRROR IMAGE OF DRAWING IS ALSO ACCEPTABLE. 5. ALL EXPOSED METAL BONDED PER UL 2703 TESTING, UL.REPORT #QIMS2.E357798. 6. ULTIMATE SYSTEM GROUNDING THROUGH GROUND SHARK, LISTED TO UL 467 ETL REPORT #100465828LAX -001a. 7. SEE RAPID RACK INSTALLATION MANUAL FOR DETAILED INSTRUCTIONS. 8. EACH GROUND SHARK BONDS 1 STRING OF PV MODULES TO EGC (DYNOBOND LIMITED). 1 PER PV STRING AWG #6 OR #10 SOLID BARE COPPER EGC BONDS ONLY ONE PV STRING TO MOUNTING SYSTEM, CONNECT TO ONE SGB IN ONE STRING SGB GROUND LUG OR EQUIVALENT APPROVED - GROUND LUG, ATTACH TO ANY 1 MODULE IN STRING, CONNECT TO EGC PER MANUFACTURING INSTRUCTIONS PV MODULE, AS SPECIFIED ON SHEET 1 (ONLY 3 SHOWN FOR CLARITY) ALL MODULE STRINGS BONDED AND GROUNDED AS SHOWN UL 2703 RECOGNIZED DYNOBOND BONDING JUMPER BONDS UP TO ONE STRING OF MODULES, 1 PER MODULE t ALTERNATE SYSTEM GROUND LOCATION INSTALL 1 GROUND SHARK ON ANY BASE RAIL CONNECT AWG #6 OR #10 BARE COPPER TO GROUND SHARK AND TO SYSTEM GROUND, COMBINERS AND INVERTERS GROUNDING PLAN PERMIT# NTS - USING DYNOBOND BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATES / 0 —/? BY 6E- DYNOBOND SPECIFICATIONS 1. EACH DYNOBOND IS DESIGNED TO BOND UP TO 20A OF PV MODULES (ONE STRING MAXIMUM). 2. EACH STRING OF PV MODULES USES ONE UL APPROVED GROUND LUG. 3. BOND ALL MODULES WITHIN STRING TOGETHER WITH DYBNOBOND, BOND EACH STRING TO FRAME WITH ONE GROUND SHARK. GROUND SHARK CALCULATION _ 1. PV STRING I, X 1.25 X 1.25 = OVERCURRENT PROTECTION DEVICE RATING (OCPD RATING). 2. ADD OCPD RATING FOR ALL STRINGS CONNECTED TO A SINGLE GROUND SHARK. 3. EACH GROUND SHARK IS TESTED TO BOND NO MORE THAN 45A OF MODULE STRINGS OCPD RATING. 4. TYPICALLY EITHER 3 STRINGS AT 15A or 2 STRINGS 20A ARE CONNECTED TO A SINGLE GROUND SHARK. S. ADDITIONAL PV STRINGS BEYOND 45A OCPD RATING MUST USE ONE ADDITIONAL GROUND CLIP PER 45A OCPD RATING. PROPERTY OF: npldRark r Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS. & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY.KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME:.. - - GARY SMITH ADDRESS: 1259 SCHOOL STREET CITY. STATE, ZIP: RICHVALE, CA. 95974 BUTTE COUNTY APNN: 029-163-002-000 PROJECT#: CH -3701 PE STAMP EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 o9,oFESS/ON w C 76738 U' m of EXP. 12/31/18 M �t CIV qTF OF CA0F 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 6/28/2017 I I IH+U --------------- ---- 8 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2017, RAPID RACK I I I TO NEXT PV MODULE IN STRING � I I BONDING THROUGH BOTH EXPANSION AND RIGID SPILCES TESTED AND RECOGNIZED PER UL 2703 GUIDELINES BONDING OF XL INSERTION RAIL TO BASE RAIL TESTED AND UL 2703 RECOGNIZED 0 NOTE: ADDITIONAL GROUNDING DETAILS FOR PILE AND PILE BRACKET ON SHEET 5, DETAIL F GROUNDING NOTES 1. ALL GROUNDING HARDWARE SHALL BE UL APPROVED. 2. ALL WIRE SIZED ACCORDING TO THE NEC. 3. ALL MODULES SHALL BE BONDED TO FRAMEWORK THROUGH EGC WITH SGB OR EQUIVALANT APPROVED GROUND LUG. 4. EAST -WEST MIRROR IMAGE OF DRAWING IS ALSO ACCEPTABLE. 5. ALL EXPOSED METAL BONDED PER UL 2703 TESTING, UL.REPORT #QIMS2.E357798. 6. ULTIMATE SYSTEM GROUNDING THROUGH GROUND SHARK, LISTED TO UL 467 ETL REPORT #100465828LAX -001a. 7. SEE RAPID RACK INSTALLATION MANUAL FOR DETAILED INSTRUCTIONS. 8. EACH GROUND SHARK BONDS 1 STRING OF PV MODULES TO EGC (DYNOBOND LIMITED). 1 PER PV STRING AWG #6 OR #10 SOLID BARE COPPER EGC BONDS ONLY ONE PV STRING TO MOUNTING SYSTEM, CONNECT TO ONE SGB IN ONE STRING SGB GROUND LUG OR EQUIVALENT APPROVED - GROUND LUG, ATTACH TO ANY 1 MODULE IN STRING, CONNECT TO EGC PER MANUFACTURING INSTRUCTIONS PV MODULE, AS SPECIFIED ON SHEET 1 (ONLY 3 SHOWN FOR CLARITY) ALL MODULE STRINGS BONDED AND GROUNDED AS SHOWN UL 2703 RECOGNIZED DYNOBOND BONDING JUMPER BONDS UP TO ONE STRING OF MODULES, 1 PER MODULE t ALTERNATE SYSTEM GROUND LOCATION INSTALL 1 GROUND SHARK ON ANY BASE RAIL CONNECT AWG #6 OR #10 BARE COPPER TO GROUND SHARK AND TO SYSTEM GROUND, COMBINERS AND INVERTERS GROUNDING PLAN PERMIT# NTS - USING DYNOBOND BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATES / 0 —/? BY 6E- DYNOBOND SPECIFICATIONS 1. EACH DYNOBOND IS DESIGNED TO BOND UP TO 20A OF PV MODULES (ONE STRING MAXIMUM). 2. EACH STRING OF PV MODULES USES ONE UL APPROVED GROUND LUG. 3. BOND ALL MODULES WITHIN STRING TOGETHER WITH DYBNOBOND, BOND EACH STRING TO FRAME WITH ONE GROUND SHARK. GROUND SHARK CALCULATION _ 1. PV STRING I, X 1.25 X 1.25 = OVERCURRENT PROTECTION DEVICE RATING (OCPD RATING). 2. ADD OCPD RATING FOR ALL STRINGS CONNECTED TO A SINGLE GROUND SHARK. 3. EACH GROUND SHARK IS TESTED TO BOND NO MORE THAN 45A OF MODULE STRINGS OCPD RATING. 4. TYPICALLY EITHER 3 STRINGS AT 15A or 2 STRINGS 20A ARE CONNECTED TO A SINGLE GROUND SHARK. S. ADDITIONAL PV STRINGS BEYOND 45A OCPD RATING MUST USE ONE ADDITIONAL GROUND CLIP PER 45A OCPD RATING. PROPERTY OF: npldRark r Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS. & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY.KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME:.. - - GARY SMITH ADDRESS: 1259 SCHOOL STREET CITY. STATE, ZIP: RICHVALE, CA. 95974 BUTTE COUNTY APNN: 029-163-002-000 PROJECT#: CH -3701 PE STAMP EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 o9,oFESS/ON w C 76738 U' m of EXP. 12/31/18 M �t CIV qTF OF CA0F 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE: GROUNDING PLANS SHEET: 8 OF 11 I I 1 inch Scale to Confirm 11" x 17" Plot ©Copyright 2017, RAPID RACK PROPERTY OF: .... ......... . • •, T' . More Sav1 �ngs. Less-..nne Ti 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com - ' - - - • _ - - " - - - - - - - • _ THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS 'DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION GARY SMITH AWG #10 LOCATION - ADDRESS: 1259 SCHOOL STREET ' CITY, STATE, LP: RICHVALE, CA. 95974 X 3/q" HEX BOLT, SS HEAD PAINTED GREEN - _ PHONE: WASHER SS L AWG #6 LOCATION A"" UPPER WING, SS BUTTE COUNTY APN#: K 029-163-002-000 PROJECT": CH -3701 SPLIT LOCK WASHER BETWEEN PILE BRACKET AND BOLT HEAD LOWER WING, SS ON EACH SIDE OF BASE RAIL FOR BONDING PILE BRACKET TO BASE, RAIL EPS SLOT NUT I (X2) 1405 Spring Street, Ste. 204 Paso Robles, CA_ 93446 BASE RAIL • GROUND CLIP MAY BE INSTALLED AT ANY POINT ON BASE RAIL o ® T o--� ll oRCFESS/O Nq —_--_ o o %q" x 1" SDS SCREW SIZE FOR THIS DESIGN MUST USE PATTERN SHOWN OR USE C 76738 EXP. 12/31/18 k • PATTERN ON SHEET 5, DETAIL F (X6) s'TgT CIV 11. OF r LElecstrical Yq" SPLIT LOCK WASHER UNDER ANY 2 SELF DRILLING SCREWS FOR BONDING OF BRACKET TO PILE CPX- 6/29/17' lements Desuctual ign By OthOers See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. Date Description PROFILE VIEW - GROUND SHARK ASSEMBLY VIEW L - L SCALE 1:2 DETAIL G - PILE & BRACKET BONDING SCALE 1:2 SCALE 1:4 - FROM SHEET 5 „ DRAWN BY: D.TAYLOR APPROVED BY: PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES DATE: 6/28/2017 REVIEWED FOR TITLE. GROUNDING DETAILS CODE COMPLIANCE SHEET: 9 OF 11. DATE 3-/ c—/ gY �YL 1 inch •- Scale to Confirm 11" x 17" Plot ©CoPNlght 2017, RAPID RACK 11 GVL aJ m VJCU 'v C FIXITY WITH POURED FOUNI x 2" HEXBOLT, SS WITH FLANGE NUT, SS (x2) RUN NUTS TO END OF j THREAD LEAVE HAND TIGHT C -CHANNEL 5 X 3 PILE ANCHOR DETAIL SCALE 1:5 MATERIAL AND CONSTRUCTION SPECIFICATIONS MINIMUM OM OF PILE 3UNCHED 4NCHOR (x2) FOR POURED CONCRETE FOUNDATION CONCRETE 1. ALL CONCRETE WORK SHALL CONFORM TO ACI STANDARDS AND SPECIFICATIONS. 2. 2,500 psi CONCRETE COMPRESSIVE STRENGTH (fc) AT 28 DAYS. 3. TYPE II CEMENT. 4. MAXIMUM SLUMP OF 5". 5. SPECIAL INSPECTION IS NOT REQUIRED UNLESS REQUIRED BY THE BUILDING DEPARTMENT/OFFICIAL. 6. AGGREGATES SHALL BE PER ASTM C33 (MAX SIZE 1-Y2"). 7. CONCRETE SHALL BE AIR ENTRAINED IN ACCORDANCE WITH IBC SECTION 1904.2.1. 8. THE MIX IS DESIGNED TO BE ADJUSTED TO LOCAL SOIL AND EXPOSURE CONDITIONS AND SHALL BE APPROVED BY THE ENGINEER OF RECORD. FOUNDATION LOADS 1. SEE SHEET 1 FOR SPECIFIC FOUNDATION DIMENSIONS FOR THIS PROJECT. IN LIEU OF A SITE SPECIFIC GEOTECHNICAL REPORT, THE FOUNDATIONS ARE DESIGNED USING MINIMUM CODE VALUES. FRONT PILE DESIGN LOADS F1, FZ, Fy Fq, Mr, SEE SHEET 1 FOR SPECIFIC LOADS FRONT PILE DESIGN LOADS Fs, Fy F7, Fe, M2, SEE SHEET 1 FOR SPECIFIC LOADS 2. PILE FIXITY FOR FOUNDATION CALCULATIONS IS ASSUMED AS 12 in. BELOW GRADE. STEEL PILES 1. GALVANIZED CS 5 x 3 AT 50 ksi YIELD MINIMUM IS SPECIFIED. GENERAL CONSTRUCTION TOLERANCES t 4 in FOR BASE RAIL SPACING t 4 IN FOR INSERTION RAIL CANTILEVER t 2 IN FOR SINGLE PILE LOCATION t 5° FOR PILE ROTATION t 2° FOR PILE PLUMB t t 2° FOR ARRAY TILT +% in - X6 in FOR INSERTION RAIL SPACING + % in - 3q in FOR PILE BRACKET HEIGHT Ur CONCRETE FOUNDATION WIDTH Q - FRONT PILE HEIGHT ABOVE GRADE M - FRONT PILE LENGTH I_ GRADE LINE d '• C 5 x 3 PILE SHOULD BE CENTERED IN THE CONCRETE FOUNDATIONS UZ- CONCRETE FOUNDATIONLe WIDTH •PLAN VIEW NTS - 3UTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE -)ATE._ Tl T BY qty L - NORTH -SOUTH PILE SPACING Fa F3 F, Mr F2 O - FRONT PILE EMBEDMENT DEPTH UT - CONCRETE FOUNDATION WIDTH END OF PILE MIN 3" MAX FROM BOTTOM - OF FOUNDATION (TYP.) C5x3PILE Fe #5 REBAR CAGE 3" MIN - 6" MAX 'FT F6 FROM EDGES OF - FOOTINGS (TYP.) F6 'III-III-III—III I (I—IIII *•,� �,' S - FRONT PILE FOUNDATION DEPTH ELEVATION VIEW NTS R PILE 'TH PROPERTY OF: __..._.._-............. _....... _. Rack _............ Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH ADDRESS: 1259 SCHOOL STREET CITY, STATE, ZIP. RICHVALE, CA. 95974 BUTTE COUNTY APN# 029-163-002-000 PROJECT#: CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 /J oFt()FESS/ON R\9� LU �� C 76738�U'y✓rmn EXP. 12/31/18 sT CIV I\�. �P qTF OFCAk\ F_* 6/29/17 For Structual Elements Only V1 —1 al D B 1,N4.1- R - REAR PILE ectrlc esign y ers HEIGHT ABOVE GRADE See "Structural Documentation N-REA P - REAR PILE LENT REVISION SCHEDULE MZ FOUNDATION WIDTH ;. No. Date Description R PILE 'TH PROPERTY OF: __..._.._-............. _....... _. Rack _............ Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, 8 INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH ADDRESS: 1259 SCHOOL STREET CITY, STATE, ZIP. RICHVALE, CA. 95974 BUTTE COUNTY APN# 029-163-002-000 PROJECT#: CH -3701 PE STAMP: EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 /J oFt()FESS/ON R\9� LU �� C 76738�U'y✓rmn EXP. 12/31/18 sT CIV I\�. �P qTF OFCAk\ F_* 6/29/17 For Structual Elements Only V1 —1 al D B 1,N4.1- -1 ectrlc esign y ers See "Structural Documentation T - REAR PILE P - REAR PILE Packet" for Additional Info. REVISION SCHEDULE FOUNDATION DEPTH U2 -CONCRETE EMBEDMENT DEPTH FOUNDATION WIDTH ` No. Date Description FOUNDATION & PILE DIMENSIONS ITEM DESCRIPTION ARRAY 1 L NORTH -SOUTH PILE SPACING, in 82.00 DRAWN BY: D.TAYLOR M - FRONT PILE LENGTH, in 57.00 APPROVED BY: N REAR PILE LENGTH, in 84.00 DATE: 6/28/2017 O FRONT PILE EMBEDMENT DEPTH, in 26.92 P REAR PILE EMBEDMENT DEPTH, in 22.45 TITLE: FOUNDATION DETAILS Q FRONT PILE HEIGHT ABOVE GRADE, in 30.08 SHEET: 10 OF 11 R REAR PILE HEIGHT ABOVE GRADE, in 61.55 S FRONT PILE FOUNDATION DEPTH, in 30.00 T REAR PILEFOUNDATION DEPTH, in 30.00 l U, FRONT CONCRETE FOUNDATION WIDTH, in 36.00 1 inch U U2 REAR CONCRETE FOUNDATION WIDTH, in 21.00 Scale p) Confirm 11" x 17" Plot Q Copyright 2017, RAPID RACK -1 5 . 7 -1- INSERTION, RAIL CANTILEVER (TYP.) REAR PILE FOUNDATION 30" SQ. x 30" DEEP (TYP.) (4 REQ'D) C 5 x 3 REAR PILE - PILE LENGTH - N - 84" EMBED TO = P - 22.45" (TYP.) , F.-=- _1 45 T -WEST TYP.) 6" MAX --ROM EDGES OF FOOTING (TYP.) — — REAR - 191%6 21" - U2 - REAR CONCRETE FOUNDATION WIDTH (TYP.) 125" REAR FOUNDATION SPACING (TYP.) 53 %Z' FRONT TO REAR I o 82" - L -NORTH SOUTH FOUNDATION `(o � PILE SPACING (TYP.) SPACING (TYP.) C,4 of 'TJ �4 IkiI E° 110" FRONT `[ a FOUNDATION `-- SPACING(TYP.)`=° C 5 x 3 FRONT PILE 36" - U1- FRONT CONCRETE FRONT - 27 PILE LENGTH - M - 57" FOUNDATION WIDTH (TYP.) EMBED TO - 0 - 26.92" (TYP.) FRONT PILE FOUNDATION 36" SQ. x 30" DEEP (TYP.) (4 REQ'D) 553 1/2" -G -ARRAY L ARRAY LAYOUT & PILE DETAILS SCALE 1:50 r 4 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES - COMPLIANCE CODEDE BY IRATE N PROPERTY OF: _. Rapid Rade Less Time. More Savings. 15 PEPSI WAY DURHAM, CA 95678 (831) 334-8833 www.rapidrack.com THESE DOCUMENTS, IDEAS, DESIGNS, & INFORMATION INCORPORATED HEREIN, AS AN INSTRUMENT OF A PROFESSIONAL SERVICE, ARE THE PROPERTY OF RAPID RACK, AND ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF RAPID RACK. THIS DOCUMENT IS SUBJECT TO RETURN UPON DEMAND. RAPID RACK IS FORMERLY KNOWN AS UNIVERSAL RACKING SOLUTIONS PROJECT INFORMATION NAME: GARY SMITH ADDRESS: 1259 SCHOOL STREET Cm. STATE, vP: RICHVALE, CA. 95974 PHONE: Alll: BUTTE COUNTY APNfi 029-163-002-000 PRaeCTO: CH -3701 PE STAMP: . EPS 1405 Spring Street, Ste. 204 Paso Robles, CA 93446 o o ()FESS/ON 13 C 76738 U' m Exp. 12/31/18 s� civet qTF OF Cp1.1 6/29/17 For Structual Elements Only Electrical Design By Others See "Structural Documentation Packet" for Additional Info. REVISION SCHEDULE No. I Date I Description DRAWN BY: D.TAYLOR APPROVED BY: DATE: 6/28/2017 TITLE. ARRAY LAYOUT SHEET: 1 •� OF 1 1 I 1 1 inch 'Scale to Confirm 11" x 17" Plot ©Copyright 2017, RAPID RAC(