s t r u c t u r a l c a l c u l a t i o n s ... - rbi solar · the supporting structure’s average...

Central Coast:684 Clarion CourtSan Luis Obispo, California 93401805.547.2000 800.547.2001 fax800.579.3881

Southern California:553 S. Oak Knoll Ave.Pasadena, California 91101626.793.7438 626.793.7439 fax800.579.3881

S T R U C T U R A L C A L C U L A T I O N S,

S P E C I F I C A T I O N S , & N O T E S

P R E P A R E D F O R :

SYSTEM:

Renusol Inclined VS-C and VS-R PV Mounting System, for Structures 35 ft and Under

DESIGNER:

Renusol AmericaRep: John Hudson201 17th Street NW, Suite 300Atlanta, GA 30363

STRUCTURAL ENGINEER:

Taylor & Syfan Consulting Engineers, Inc.

Project Engineers: Amy Maskal, P.E. Jesse Fowler

Engineer of Record: Joel J. Neal, P.E., LEED AP

T&S Job No. 16255

This document is confidential and for internal use only. The use of this document and theinformation contained therein shall be restricted to the scope of work outlined in the signed

contract. Other use or publication thereof is expressly prohibited. Reproduction or distribution byany method, in whole or in part, outside of the agreed scope and non-disclosure agreement is

prohibited. Title to this document remains with Taylor & Syfan without prejudice. © 2017 Taylor & Syfan Consulting Engineers, Inc.

6 March 2017

Valid Until 12.31.2017Subject to Annual Review

And Reissuance

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Central Coast

684 Clarion CourtSan Luis Obispo, CA 93401(805)547.2000(805)547.2001 fax(800)579.3881

Southern California

553 S. Oak Knoll Ave.Pasadena, CA 91101(626)793.7438(626)793.7439 fax(800)579.3881

Job No.: 16255Job Name: Inclined VS-C and VS-R PV Mounting System

TABLE OF CONTENTS

Title Page 1Table of Contents 2

PROJECT SUMMARY LETTER Pages 3 - 7

STRUCTURAL SPECIFICATIONS Pages 8 - 10

ROOF ZONE DIAGRAM Page 11

VS-C RAIL RESULTS Pages 12 - 4160-Cell Modules (Portrait) 12 - 1660-Cell Modules (Landscape) 17 - 2160-Cell Modules (Portrait, Double Rail) 22 - 2672-Cell Modules (Portrait) 27 - 3172-Cell Modules (Landscape) 32 - 3572-Cell Modules (Portrait, Double Rail) 36 - 41

VS-R RAIL (Spans and Reactions) Pages 42 - 7160-Cell Modules (Portrait) 42 - 4660-Cell Modules (Landscape) 47 - 5160-Cell Modules (Portrait, Double Rail) 52 - 5672-Cell Modules (Portrait) 57 - 6172-Cell Modules (Landscape) 62 - 6672-Cell Modules (Portrait, Double Rail) 67 - 71

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PROJECT SUMMARY LETTER

Date: 6 March 2017

To: RenusolAttn: John Hudson

From: Jesse FowlerTaylor & Syfan Consulting Engineers, Inc.

Project: VS-R and VS-C Rail Spans

T&S Job No.: 16255

Subject: Summary Letter for Inclined PV Tilt System

INTRODUCTION

This Project Summary Letter is in reference to the Structural Calculation Packet for the

Renusol VS Rail span “Structural Calculations, Specifications, & Notes”, dated 6 March

2017. The calculations have been performed in accordance with the 2016 California

Building Code (CBC). The 2016 CBC references the 2010 Minimum Design Loads for

Buildings and Other Structures, including Supplement No. 1, No. 2, and Errata, by the

American Society of Civil Engineers (ASCE), referred to as ASCE 7-10. The racking system

has been designed to withstand code-prescribed forces due to the racking system's own

weight, the weight of the solar panels, snow loads, and wind forces. Forces at the system’s

points of attachment to the supporting structure (called stanchions) have been determined

using the above-mentioned code-prescribed forces. This packet shall be in application to

sites were the Authority Having Jurisdiction (AHJ) has adopted the 2016 CBC as the

governing code.

RAIL SPANS

In terms of variable conditions for the racking system, the main rails which support the solar

panels (the Renusol VS-R or VS-C Rails) have an adjustable support spacing, which is

measured as the distance between their stanchions. For the purpose of this calculation

packet, the support spacing was calculated in 1/2 ft increments from 2'-0” to 12'-0”, for

panels tilted 10° or less. For the secondary rails (which support the main rails), included in

the Double Rail Systems, both the main (upper) and secondary (lower) rails have adjustable

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support spacing. This packet addresses only support spacing for single, continuous rail

systems (i.e. rails that span three or more consecutive stanchions (anchorage points)) and

on-center lower rails for the Double Rail System. Please see the results herein for general

spacing assumptions made for the Double Rail System.

Due to the multiple site conditions that are required to be taken into account for the railings'

potential installations, the most common cases have been determined and addressed for the

structural analysis and results contained herein. These conditions are based upon several

factors which include building height, pitch of the panels, wind exposure region, wind speed,

snow loads, and topographic factors.

FORCES TO STANCHIONS

The stanchion results in the Reaction Chart and conditions herein address only the potential

forces to the stanchions, called anchorage forces, at a 2’-0” nominal span interval. To

ensure complete design accuracy, please refer to both the allowable span dimensions in the

Span Chart and the resulting nominal anchorage forces for the site conditions applicable to

the respective PV installation in the Reaction Chart. Anchorage forces will increase for spans

larger than 2’-0”. Reaction Chart anchorage forces are permitted to be increased linearly as

the span is increased; however, the span shall not be increased beyond the maximum span

indicated on the Reaction Chart’s corresponding Span Chart. Please refer to the notes on

each chart to determine which charts shall be used together for linear interpolation. The

span of the rail(s) and size of the panel determines the tributary area to a single anchorage

point.

SITE-SPECIFIC ANALYSIS

Certain cases will require shorter spans, a lower stanchion force, a combination of both,

and/or a location-sensitive analysis (to be performed on a case-by-case basis.) A site-

specific analysis may be required if it is found that the installation corresponds to any of the

following criteria:

● Any portion of the array is not continuous i.e. railing does not continuously span over

(4) anchorage points.

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● A topographic factor other than 1.00 applies to the location of installation.

Topographic factors other than 1.00 apply, for general purposes, when the structure

is on a hill, mesa or bluff, or is adjacent to a large body of water. For complete

descriptions of topographic factors, please refer to ASCE 7-10 Section 26.8.1.

● The installation location is adjacent to a body of water or other flat surface (such as

salt flats) that exceeds 5,000 ft in breadth. (Exposure “D” per ASCE 7-10 26.7.3).

● The supporting structure’s average roof height, to which the solar panels will be

attached, is greater than 35 ft. above grade.

● The supporting structure’s roof has a slope grater than 7°.

● Any part of the solar array is designed to be installed over an eave or similar

projection of the roof.

● A combination of loads and/or site conditions applies that is not addressed in the

attached information. (Note that ASCE 7-10 uses a Mean Recurrence Interval (MRI)

of 700 years. Therefore the design wind speed from ASCE 7-10 cannot be compared

to those provided in previous editions of ASCE 7.)

● The installation is on a Risk Category (Occupancy Category) III or IV building, or

supplies power to a Risk Category III or IV building (including but not limited to any

building considered an essential facilities building), as outlined in ASCE 7-10 Table

1.5-1

● The installation location qualifies for seismic Design Category “F”.

Verify all conditions with the local building official or a registered professional engineer. If

one or more of these factors apply to the project location, please contact Taylor & Syfan,

and we will be able to analyze the site conditions and recommend a stanchion spacing for

each specific site.

RAIL DESIGN

The aluminum rails have been designed in accordance with the 2015 Aluminum Design

Manual (ADM1-2015), as referenced in the 2016 CBC. The rails shall be 6063-T6 unless

otherwise noted. All rail properties have been provided by Renusol, except where noted,

and are assumed accurate.

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SUMMARY CHARTS AND TOPOGRAPHIC FACTORS

The attached pages of this summary contain information to calculate common building

configurations with varying wind speeds. These charts can be used as a quick reference for

looking up maximum rail span lengths and the corresponding nominal forces to the

stanchions, based on the building and site conditions. Varying site and loading conditions

must be determined by a registered professional engineer who can evaluate the exact

topographic conditions for the specific site and exact loading conditions for that array prior

to construction. Taylor & Syfan may be retained for this evaluation; however, they or

another registered professional engineer shall evaluate the project.

These charts are not valid for use on the eave portions of roofs. These charts shall not be

used to determine anchorage forces or maximum rail spans for an array if any part of the

array in question extends into the eave portion of the supporting structure. Span charts are

only valid for the various site-specific conditions for which they were designed.

ITEMS EXCLUDED FROM ANALYSIS

This summary letter discusses the structural adequacy of the solar racking system itself only

and does not investigate or validate the adequacy of the structure that the racking system is

being placed upon. It does not address the ability of the existing roofing or roof framing to

support the new loads imposed upon them by the new system nor does it address the new

localized forces between the roofing and the roof framing that may be imposed by the new

stanchion connections. It also does not address the additional lateral forces that will be

imposed upon the building due to the seismic mass the new system adds to the existing

roof. These various building-specific issues shall be evaluated by an appropriate registered

professional(s) prior to the addition of the photovoltaic and racking systems. Taylor & Syfan

may be consulted for building-specific structural evaluation. Taylor & Syfan assumes that

systems are installed to the specifications presented here and the installer has used good

structural judgment. Structural observations of the installation may be required per 2016

CBC 1704.6.1 and/or 1704.6.2 and/or the Authority Having Jurisdiction (AHJ). Taylor and

Syfan may be retained to provide these services. Additionally, as an optional service, we

recommend the performance of structural observations on all installations, as a best practice

service, by Taylor & Syfan.

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This analysis is limited to the capacity and serviceability of the VS Rail at varying spans for

different loading conditions and the resulting nominal loads to the stanchions. Impact Loads

or other effects from flying debris are not included in the analysis. In addition to other items

not covered, there are items critical for the full design of a roof-mounted solar array system

that are not presented here. Items excluded from this document include, but are not

limited to: solar panels, attachment of solar panels to rails, attachment of rails to L-

brackets, L-brackets, and attachment of L-brackets to framing members.

All sizes, material specifications, and weights have been provided by Renusol, and are

assumed to be accurate and correct. Installation must be in accordance with Renusol's

drawings and specifications.

Note that combining aluminum connection hardware with stainless steel hardware in a moist

environment may promote corrosion between the two materials. Protection of differing

metals shall be addressed by others.

All waterproofing, ice effects, corrosion protection, roofing, roofing attachment, roof

anchorage, egress and access pathways, fire protection, setbacks, electrical, fire

requirements, module attachments, non-structural issues, and drainage issues are the

responsibility of Renusol's customer, otherwise known as the contractor or professional solar

installer. Construction of any and all structures is under the jurisdiction of the local building

official and building enforcement agency, which shall review and approve all projects prior

to commencement of construction.

Please let us know if you have any questions or comments. Thank you.

Sincerely,

Taylor & Syfan Consulting Engineers, Inc.

Jesse FowlerProject Engineer

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Southern California:


STRUCTURAL SPECIFICATIONS

GENERAL

1. Do not scale drawings. Contractor shall use dimensions on architectural plans to lay out walls, foundations and other elements. If dimensional questions occur, Renusol must be consulted.

2. All construction and materials shall comply with and be installed in accordance with all the requirements of all legally constituted public authorities having jurisdiction, including all county and local ordinances, and the Safety Orders of the State Industrial Accident Commission, OSHA.

3. The general contractor shall be responsible for shoring and providing bracing during construction and/or erection to support all loads to which the structure may be subjected.

4. The engineer will not be responsible for and will not have control or charge of construction means, methods, techniques, sequences, or procedures, or for safety precautions and programs in connection with the construction delineated by these plans. It shall be understood that the contractor or his/her agent(s) shall supervise and direct all work and shall be solely and completely responsible for all construction means, methods, techniques, sequences, procedures, and conditions on the job site, including safety of all persons and property during the entire period of construction. Periodic observations by Taylor & Syfan Consulting Engineers Incorporated (or "Taylor & Syfan" typ.) personnel or representatives are not intended to include verification of dimensions or review the adequacy of the contractors safety measures on or near the construction site.

5. No deviations are allowed from the structural details without the written approval of the Engineer. Approval by the Authority Having Jurisdiction (AHJ) [also referred to as “Building Official,” “Building Department,” or “Building Enforcement Agency”], Inspector, Special Inspector, or any other party does not constitute authority to deviate from plans or specifications. All plan changes or addenda are subject to approval of the AHJ. Prior to construction, the Building Official shall review and approve the structural specifications, calculations, details, notes, and design methodology contained herein. The processing of changes, assembly of permit documents, and acquisition of permits is the responsibility of the Contractor.

6. Special Inspection requirements shall be determined by the AHJ. Special Inspectors shall obtain AHJ clearance prior to any work commencement. Copies of the inspection report(s)to be filed by the special inspector(s) shall be given to the Engineer. The Contractor is responsible for scheduling, coordination, and expenses involved in any and all inspections.

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7. Taylor & Syfan's drawings are prepared to convey only the specific structural aspects of each detail. Additionally, impact loads or other effects from flying debris are not included. Non-structural information, including but not limited to fenestrations, fire-resistance, corrosion protection, insulation, finishes, solar panels (PV Modules), panel attachments, waterproofing, ice effects, drainage and flashing may not be included on the structural plans. Taylor & Syfan is not responsible for non-structural information. The Contractor shall obtain all non-structural information from Renusol and Others.

8. The Building Inspector shall inspect and approve all construction for conformance to the construction documents and building code. Additionally, structural observation by Taylor &Syfan or another licensed professional engineer is recommended to verify conformance.

9. All construction projects require inspection and maintenance following completion. Operation, inspection, and maintenance are the sole responsibility of the Owner. The Engineer shall have no responsibility for any failures due to deviance from or neglect of the proper installation procedures, or for any failures by the Owner or Others to properly operate, inspect, or maintain the project. Ensure, and notify the Owner, that workers, equipment, storage, and other loading are not applied on or under the PV modules or racking throughout the life of the structure. In the event that the array or a portion thereof is displaced, due to seismic shaking, wind loads, or other reasons, the Owner shall return the array to its original design location. Any components of the racking system or hardware that is loosened or damaged during an event that causes the array to be displaced shall be removed and replaced with new, identical, undamaged hardware.

10. The drawings, calculations, notes and specifications contained herein and provided herewith are the exclusive property of Taylor & Syfan, Copyright 2017. The use of these calculations and specifications shall be restricted to the original plans, provided by Renusol, for which they were prepared and publication thereof is expressly limited to such use. Reproduction or publication by any method, in whole or in part, is prohibited without written permission of Taylor & Syfan. Title to these drawings, calculations, notes, and specifications shall remain with Taylor & Syfan without prejudice.

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MATERIAL REQUIREMENTS

1. Install cold-formed metal framing according to AISI's “Standard for Cold-Formed Steel Framing – General Provisions” and to manufacturer's written instructions unless more stringent requirements are indicated.

2. Structural steel shall conform to the requirements of ASTM (including ASTM A572 Grade 50) and shall be fabricated according to AISC and AWS practice and specifications for building.

3. Renusol aluminum rails and hardware shall have a minimum yield strength, fty, of 25 ksi. All rails shall be continuous over 3 or more spans.

4. Cold-formed metal or other steel, aluminum, and hardware exposed to weather, soil, or moisture shall be hot-dip galvanized, stainless steel, or have other corrosion protection appropriate for the installed environment and material, to be specified by Renusol. Finishing requirements for exposed steel, aluminum, and hardware are by others. Combining the aluminum connection hardware with the stainless steel hardware in a moistenvironment may promote corrosion between the two materials. Protection/isolation of differing metals shall be by others.

5. If the conditions of the installation differ from those outlined in this packet, Taylor & Syfan must be notified for proper analysis of and recommendations for the installation conditions.

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W

a

Outline of Building Below

EDGE ZONE DEFINITION (Plan View):

Outline of Roof

(leas

t hor

izont

al d

imen

sion)

(3 ft. Min.)

a (3

ft. M

in.)

a (3

ft. M

in.)

a (3 ft. Min.)

*Where "a" is measured as 10 percent of the least horizontal dimension or 0.4 times the building height, "h", whichever is smaller,

but not less than either 4% of least horizontal dimensions or 3 ft.

Eave Zone = Double Hatched Areas Only

3 3

3 3

2

22

2

22

1

1

1 : Numbered Roof Zones Correspond to Tabulated Values Herein

: Double Hatched Eave Zone Between Outline of Roof and Outline of Building Below, Values Herein Are Not Valid for Arrays Located (Partially or Wholly) in This Zone

: Single Hatch Zone Corresponds to Distance "a" From Roof Edge (See Note Below*)

Roof Ridge

Fig. 1: Plan View Diagram of Supporting Structure With Roof Zones and Eave Zones

San Luis Obispo | Pasadenawww.taylorsyfan.com

800.579.3881800.617.2235 fax

11 of 71

Note: Maximum roof slope of 7°

http://www.taylorsyfan.com

VS-C RAIL RESULTS

60-Cell Module(Portrait Orientation)

Single Rail Application

S a n L u i s O b i s p o | P a s a d e n a | www.taylorsyfan.com12 of 71


S a n L u i s O b i s p o | P a s a d e n a | www.taylorsyfan.com

2016 CBC Wind C+C Analysis – Version 2.07

Project: 16255 – Adjustable Tilt Spans – Renusol

Exposure: B Bldg. Height: 35'-0” Max.Panel Size: 60-cell (65.55” x 39”) Risk Category: II

Orientation: Portrait Panel Weight: 40 lbs. (Max)

Wind Speed (V)Max. Span Under Downward Loading

Snow Load0 psf 10 psf 20 psf 30 psf 40 psf 50 psf 60 psf

ZON

E 1

110 MPH 10.0 ft 12.0 ft 9.5 ft 7.5 ft 6.5 ft 5.5 ft 5.0 ft 5.0 ft








ZON

E 2









ZON

E 3







SPAN CHART (VS-C RAIL)

Max. Span Under Wind

Uplift


Uplift


Uplift

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Notes:The minimum span from either uplift and downward loading

conditions shall govern design in the tables above. The values in this Span Chart Correspond to Anchorage Forces

on the following Reaction Chart, Page 14.








Wind Speed (V)Max. Downward Reaction


ZON

E 1

110 MPH -56 lb 31 lb 67 lb 122 lb 150 lb 196 lb 242 lb 288 lb








ZON

E 2









ZON

E 3







REACTION CHART (VS-C RAIL)

Max. Wind Uplift Reaction



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Note:These results correspond to a 2'0" nominal stanchion spacing and may

be used for linear interpolation of stanchion spacings up to the allowablespan results on the preceding Span Chart, Page 13. Linear interpolation

beyond these results are not permitted.






Exposure: C Bldg. Height: 35'-0” Max.Panel Size: 60-cell (65.55” x 39”) Risk Category: II




ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-C RAIL RESULTS

60-Cell Module(Landscape Orientation)








Orientation: Landscape Panel Weight: 40 lbs. (Max)



ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-C RAIL RESULTS


Double Rail Application


Maximum Assumed Conditions:d1 = 48"d2 = 48"d3 = 48"





Double Rail System



Wind Speed (V)Max. Lower Rail Spacing Under Downward Loading


ZON

E 1









ZON

E 2









ZON

E 3








Max. Lower Rail Spacing Under

Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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VS-C RAIL RESULTS








Exposure: B Bldg. Height: 35'-0” Max.Panel Size: 72-cell (79” x 39”) Risk Category: II




ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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Exposure: C Bldg. Height: 35'-0” Max.Panel Size: 72-cell (79” x 39”) Risk Category: II




ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-C RAIL RESULTS












ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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on the following Reaction Chart, .










ZON

E 1









ZON

E 2









ZON

E 3











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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-C RAIL RESULTS









Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS












ZON

E 1









ZON

E 2









ZON

E 3







SPAN CHART (VS-R RAIL)


Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3







REACTION CHART (VS-R RAIL)




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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS












ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS









Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3





140 MPH NG NG NG NG NG NG NG NG




Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS












ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS












ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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ZON

E 1









ZON

E 2









ZON

E 3









Uplift


Uplift


Uplift

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ZON

E 1









ZON

E 2









ZON

E 3











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VS-R RAIL RESULTS









Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3









Wind Uplift


Wind Uplift


Wind Uplift

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Double Rail System





ZON

E 1









ZON

E 2









ZON

E 3











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