PLANS Site Desian Conditions
Basic Wind Speed: 115 MPH Max. Leg Axial Bearing: 8,895 lbs.
(Risk Category II)
Ground Snow Load: 50 PSF Max. Leg Uplift: 7,855 lbs.
Exposure Category: C Max. Lateral Resistance: 480 lbs.
Site Contour. <1 derN Slope Top Rail Max. Loading: 70.0 plf
Helical Pile Depth: 72' Min Lateral Resistance Plate Size: Not Req'd
r All design work has been performed in accordance with the 2015 International
Building Code and 2016 Uniform Code Supplement that includes but not limited
/ ®� to the New York State directed increases in ground snow load.
Net design pressures were calculated in accordance with ASCE 7-10 section
27.4.3. 'Open Buildings with Monoslope, Pitched, or Troughed Roofs". All load
cases were evaluated in determining the limiting design conditions. The data
t table above provides the results for the limiting load case. Maximum leg
reaction forces represent the highest bad condition seen by any leg in the
structure. All legs in the structure are designed to meet the maximum load
conditions.
2 Bav UDSIODe Caroort Desion Conditions
Minimum Clearance Height 9'-2' May Tilt Angle: 5 Degrees
Maximum Height: 12'-4' Number of Modules: 28
Main Support Beam Spacing: 11'-6' Module Columns/Car Bay: 3.5
Clear Parking Space Width: 9'-6' Number of Module Rows: 4
Quanity of Car Bays: 2 Module Orientation: Portrait
Overall May Width: 24'-0• Module Column Spacing }'
Overall Array Depth: 22'-5• Module Row Spacing }'
Top Rail Material: SF Rails Module Model: TSM260—PD05.08
-' Qty Rails per Panel: 3 Module Size: 39.06' x 64.96'
Top Rail Length: 288• Individual Module Rating: 260 watt
Top Rail Max Span: 138' Total Power Rating: 7.28 kw
Sheet 1 of 5 - Systsn Data A ex SOlPower
Date Revision Drawn By: Review By: Project: Solar Foundations USA
3/5/2018 Original ML JD ex Ap Office Carport
64 Main Streett
8/6/2018 Rev 1 -Increased design Wind Speed ML JD 6103 Winterhaven Drive Newark,DE 19702 Ph: (855)738-7200 Fax:(866)644-5665
Queensbury,NY 12804
24'-5' _
23'-0'
—
11'-6'
0'-3j' 1'-5' 1'-5' a
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1'-3j'
------------
6'-0'
�6 2.
25'-1j'
1r
22'-8j'
I
I II
4z
25'-0j'
Sheet 2 of 5 - Plan View Apex SOlc'1rPowex
Date Revision Drawn By: Review By: Protect: Solar Foundations USA
3/5/2018 Original ML JD ex AP p Office Carport
8/6/2018 Rev 1 -Increased design Wind Speed ML JD 64 Main Street 6103 Winterhaven Drive Newark,DE 19702 Ph: (855)738-7200 Fax:(866)644-5665
Queensbury,NY 12804
------------------ ...- ------ ---------..------------.
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Sheet 3 of 5
Date �" S1C']e View -
3/5/2018 2riginal Revision pe2c
I'll l ` Drawn By; Review By: �7
Rev 1 -Increased design Wind Speed
ML JD
ML JD prOLL�t_
Apex Office Carport Solar Foundations Main Street
Queensbur US64
y, NY 12804 6103 W"terhaven Drive Newark,DE 19702 Ph: A
h (S55)738-7200 flax:(866)644-5665
L
a a a
Sheet 4 of 5 - Front View Apex S013r Power
Date Revision Drawn By: Review By: Pro-lest: Solar Foundations USA
3/5/2018 Original ML JD Apex Office Carport
8/6/2018 Rev I-Increased design Wind Speed ML JD p p 6103 Winterhaven Drive Newark,DE 19702 Ph:(855)738-7200 Fax (866)644-5665
64 Main Street
' Queensbury,NY 12804
Specification Requirements,
The following material specification requirements pertain to the
fabrication of the Solar Foundations USA ground mount solar
support structure as indicated on these drawings.
Rear Support Pile to be welded to 1. Solar Foundation aluminum rails shall conform to ASTM B221.
n Vertical Rear Column 2. Structural steel tubing shall be ASTM A500 Grade C.
60 Front Pile Pair Attached to Double 3. Steel pipe for piles shall conform to ASTM A500 Grade C.
Pile Cap with (3) HDG U-Batts 4. Steel pile extensions shall be ASTM A53 Grade B.
per Pile. 5. Fabricated steel plate for column cap assemblies, bracing
clamps, etc. shall be ASTM A36 or A1011.
6. Steel bolts for cap fasteners shall conform to SAE J429
Grade 5. All other bolts shalt conform to SAE J429 Grade 2
or better.
Rear Support Pile to be welded to 7. Steel U-bolts shall conform to ASTM 1018.
6 Vertical Rear Column 8. USS flat steel washers shall conform to ASTM F844 and nuts
Front Pile Pair Attached to Double for steel connections shall conform to ASTM A563 Grade A.
Pile Cap with (3) }' HDG U-Bolts 9. All field welding shall conform to AWS DIA/D1.1M -Structural
per Pile. Welding Code requirements.
10. All steel shall be hot-dip galvanized per ASTM A123 or A153
after all fabrication has been completed.
Installation Requirements,
1. The minimum average installation torque required to obtain the
required Indicated capacities and the minimum Installation depth
shown on the plans shall be satisfied prior to termination of
the Installation. The Instatlation torque shall be an average
of the Installation torques Indicated during the last 1 foot
of installation.
2. The torsional strength rating of the torque anchor shall not
be exceeded during the Installation. If the torsional
Sch 40 Lead Section strength limit of the anchor has been reached, but the
2-1/2' Sch 40 Lead Section anchor has not reached the target depth, perform the
f ollowing,
2.1. If the torsional strength limit Is achieved prior to
reaching the target depth, the Installation may be
Continuous Flight Helix acceptable If reviewed and approved by the engineer
i'x19' Helicoid Length Typical. Single Flight Helix, 8' Typical. and/or owner.
Increase Size as needed to obtain 2.2. The installer may remove the torque anchor and Install a
When used in high density soils, Bearing Capacities new one with smaller diameter helical plate.
2.3. If using a continuous flight pile, pre-drill the pile location
rocky soils or bedrock, pre-drift
the pile location with a 3-1/2' with a 3-1/2' rock auger or rock drill as needed.
rock drill or rock auger as needed
3. If the target depth Is achieved, but the torsional
requirement has not been met the Installer may do one of
the following,
3.1. Install the torque anchor deeper to obtain the required
capacity
Helical Pile Detail NOT TO SCAIE 3.2. Remove the torque anchor and Install a new one with a
larger diameter helical plate or one with multiple helical
plates.
3.3. Reduce the load capacity on the Individual torque anchor
by providing additional torque anchors at a reduced
spacing.
Sheet 5 of 5 - Support Piles �� &W
Date Revision Drawn By: Review By: PrQjeGt Solar Foundations USA,
3/5/2018 Original ML JD Apex Office Carport
8/6/2018 Rev 1 -Increased design Wind Speed ML JD 6103 Winterhaven Drive Newark,DE 19702 Ph:(855)738-7200 Fax:(866)644-5665
64 Main Street
Queensbury,NY 12804
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