Jun. 10, 2024
In California, solar panel installations must comply with the California Building Code (CBC), California Electric Code (CEC) and local jurisdiction requirements. These codes may include building permits, safety regulations, and zoning restrictions. It is important to consult with your local building department to understand the specific requirements for your area.
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Solar panels typically require a mounting system that provides structural support and a stable foundation. This can include roof-mounted rails, ground-mounted racks, or other types of mounting structures made from materials such as aluminum or steel. The mounting system should be able to withstand wind, snow, and seismic loads, as well as provide proper ventilation and drainage.
The best structure for solar panels depends on factors such as location, available space, and building type. Generally, roof-mounted systems are more common for residential buildings, while ground-mounted systems are preferred for commercial installations or properties with more land. Fixed-tilt, adjustable, and tracking systems can also be used to optimize solar panel orientation and energy generation based on location and sun position.
The foundation for a solar system involves ensuring a stable and secure base for mounting structures. For roof-mounted systems, this can include proper roof attachments, like adhesive mounts, or mechanical fasteners that penetrate the roof covering. For ground-mounted systems, foundations can consist of concrete footings, driven piles, or helical anchors, depending on the soil type, terrain, and other site conditions.
The structural load of solar panels refers to the weight and forces a solar system exerts on a building or structure. This can include the weight of the panels, mounting system, and other related equipment, as well as additional loads from wind, snow, or seismic activity. Solar panels typically weigh between 30 to 50 pounds each, depending on their size and manufacturer.
To calculate the structural load of solar panels on a roof, several factors must be considered, including the number and weight of the panels, the weight of the mounting system and components, and any additional loads from wind, snow, or seismic events. A structural engineer can assess the roof's capacity and provide recommendations based on local building codes and structural requirements.
While there is no strict minimum roof age for solar panel installation, newer roofs built with modern materials and properly maintained are generally better candidates. Solar panels have a lifespan of 25 to 30 years, and it is recommended to install them on a roof that has at least 10 to 15 remaining years of expected life to avoid potential issues or additional costs.
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Roof reinforcements may be necessary for some installations, depending on factors such as the roof's strength, the weight of the solar system, and local building code requirements. A structural engineer can evaluate the roof's condition and determine whether reinforcements are needed to support the additional load of the solar panels.
The space required between solar panels depends on factors such as panel size, orientation, and mounting system design. Generally, there should be enough gap between panels to allow for proper ventilation, prevent shading, and facilitate maintenance and cleaning. Industry standards suggest a minimum of one inch for roof-mounted systems and a few feet for ground-mounted installations.
Design considerations for solar panel mounting structures include factors related to structural integrity, efficiency, safety, and aesthetics. This can involve wind, snow, and seismic loads, ventilation, drainage, panel orientation, and spacing, as well as grounding and electrical components. It is important to work with experienced professionals and follow local building codes to ensure a successful solar installation.
Original Message:
Sent: 03-22- 06:00
From: Eric Tompos
Subject: handrail bracket calculations
I've been designing and testing rails for many years. The IBC/ASCE 7 addresses the MINIMUM loading requirements for handrails and guardrails. The requirement is 50 <g class="gr_ gr_69 gr-alert gr_spell gr_inline_cards gr_run_anim ContextualSpelling ins-del multiReplace" id="69" data-gr-id="69">plf</g> applied in any direction along the rail or a 200 <g class="gr_ gr_164 gr-alert gr_spell gr_inline_cards gr_run_anim ContextualSpelling" id="164" data-gr-id="164">lbf</g> point load applied in any direction along the rail. The prevailing test standard is ICC-ES AC273 and ASTM D, which provide factors of safety and deflection limits.
The limiting factor is generally the attachment to the substrate, such as wood and concrete. The anchorage capacity will typically limit the spacing of the brackets and/or posts to 48" on-center. If you see anything greater than 48" on-center it most likely wasn't designed or only considers the one- and two-family dwelling loading requirements. For handrails, the connecting bracket seldom works by design and must be tested. For guardrails, nearly any attachment using 3/8 lags or smaller into wood does not work. If you rely on manufacturer's ICC-ES ESR report, ask for the actual test data, most testing has not been performed correctly--yet it is accepted by ICC-ES--or the limits of use are misrepresented in the ESR report.
For example, most reports will indicate a guardrail span of 8-ft--this is for the handrail only and does not include the post supplied by the manufacturer. The fine print in the ESR reports require the rail to be supported by a rigid supporting structure and NOT the cantilevered post supplied by the manufacturer. In some reports, the posts are shown as part of the report, but they do not meet any the loading requirements--most posts on the market only have been optimized for 200-<g class="gr_ gr_ gr-alert gr_spell gr_inline_cards gr_run_anim ContextualSpelling ins-del multiReplace" id="" data-gr-id="">lbf</g>. Also, many reports DO NOT include the attachment to the substrate even though connection hardware is shown in the report.
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Eric Tompos P.E., M.ASCE
Executive Vice President
NTA, Inc.
Nappanee IN
Original Message:
Sent: 03-20- 12:01
From: Chad Morrison
Subject: handrail bracket calculations
This is wonderful news! I hope that it takes the next step beyond the NAAMM manual. We will have to revisit this topic after it is released. Thanks!
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Chad Morrison P.E., M.ASCE
Professional Engineer
Greenville RI
Original Message:
Sent: 03-20- 08:35
From: Lawrence Kruth
Subject: handrail bracket calculations
This spring AISC will be releasing a Design Guide on Steel Framed Stairways which addresses the design of handrail wall brackets as well as complete steel stair, guardrail, and handrail design. There will also be a presentation by the author at NASCC: The Steel Conference held in Baltimore April 11th through 13th.
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Lawrence F. Kruth P.E., M.ASCE
Vice President Engineering & Research
American Institute of Steel Construction
Chicago IL
Original Message:
Sent: 03-16- 10:15
From: Chad Morrison
Subject: handrail bracket calculations
Does anyone have sources available for useful approaches for handrail bracket design? I have 10 years experience in producing calculations for various bracket types and base materials and continue to encounter the obstacles that I have from the onset of my career. Without testing of the bracket (and becoming the "approved authority") calculations are needed to justify the anchorage. Historical performance of handrail installations indicate that under most cases they are safe. One cannot prevent abuse and some maintenance during the rail's lifetime should be expected.
Producing calculations for handrail brackets fastened to concrete is fairly straightforward. Calculations for fastening to hollow CMU and stud walls prove more problematic. Before I share my methods, I am interested in how others approach the problem. What anchors do you use in hollow CMU? What safety factor do you apply to them? Do you specify wood blocking or metal sheets within the stud wall to fasten to? What allowable bearing strength do you use for GWB?
Please feel free share any questions or comments you have on the topic, as it does cover much more ground than expected. Thanks!
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Chad Morrison P.E., M.ASCE
Professional Engineer
Greenville RI
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Agreed! The request by the design team and GC to produce calculations is problematic. We can produce calculations to satisfy ourselves, but they are based on judgment and open to criticism. Testing is costly, time consuming, and presents a question of whether we are an "approved authority."------------------------------Chad Morrison P.E., M.ASCEProfessional EngineerGreenville RI------------------------------
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