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HomeMy WebLinkAboutPV2022-025 - CalcsFV2022-02'6
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ENGINEERING CONSULTANTS, INC.
ENGINEERING CALCULATIONS
FOR
ISTWANS RESIDENCE ROOFTOP SOLAR
1107 DOLPHIN TERRACE, NEWPORT BEACH, CA
Date: 1123122
Plan Check: 3114122
Plan Check 3: 416122
Client: DS Energy Solutions
AEC Project Engineer: RHA
AEC Project No.: 2022-DS002
ProjectDescription........................................................................................................ T1
Calculations.................................................................................................................... 1
Appendix A: Computer Ca/cs........................................................................................A 1
Appendix 8: SupportingInformation..............................................................................81
BUILDING DIVISION
BY: Y.T.
4/6/2022, 11:06:31 AM
10360 Carey Dr, Grass Valley, CA 95945 • Phone: 530-838-5358
xA P P L I . `.. Q Jon ISTW?,NS
-?naw¢¢nrr�a PScuWuirnrure kr+c., Ion No, 2022-DS002 DATE 1/23/2022
CLIENT DS Energy Solutions BY RHA
Protect Description:
Client plans to install solar on the roof of this building. The system will be tilt mounted on IronRidge rails.
The system will be mounted directly to the plywood decking on the roof using the IronRidge Flat Roof
Attachment. Analysis of the buildings was completed using information provided by the contractor.
Contractor to verify existing construction matches that shown in these calculations.
Buildine Codes Used:
2019 CBC, ASCE 7-16
Risk Category 2
Wind Loading:
V=95mph, ExpC,Iw=1.0
Seismic Loading:
Design Category D
Sds = 1.095, I = 1
Wood Building: R = 6.5, Cs = Sds/(RQ) = 0.17
Structure Loadina:
Gymnasium
Roof Loading
Load (psf)
BU roofing w/ gravel
6
1/2" plywood
1.5
11-7/8 TJI/Pro 250
1.9
5/8 drywall
2.8
Sprinklers
1.0
Insulation
0.5
Misc
0.3
D, decking
7.5
D, joists
14.0
Lr
20.0
Lr @ solar
0
rss Ai=PLI ED
�i @HHXNffRRiNHGq H&VX.fiwM'�H XNH.
Flat Roof Check
Main Roof Loading:
JoBNo. 2022-DS002 D.kTE Rev.4/6/22
CLIENT DS Energy BY R L-i sH=No.
The roof was originally designed for a 20 psf roof live load. The distributed weight of the solar system
with ballast is 2.7 psf on average. Therefore, using live load replacement, the roof structure overall is
capable of carrying the loads.
Roof structure can carry the distributed solar load based on live load replacement
IronRidge Rails:
Attachment to r)lvwood:
Attach the IronRidge racking directly to the plywood deck using the IronRidge Flat Roof Attachment (see
Appendix B). This attachment is a 7" diameter circle.
Check bearing on plywood:
The capacity of /" plywood (4 ply) per NDS Table M9.2-4 is:
81 Win of shear resisting panel length.
The length in shear is the circumference of the attachment:
L = 3.14(7") = 22"
The shear capacity of the plywood at the attachment is:
Va = (81 Ib/in)(L) = 1782 Ibs
The worst case loading on an attachment is 260 Ibs
Plywood is okay to carry point load.
Check screw connection to plywood:
Max uplift force = -202 Ibs
A#15 screw in '/" plywood has the following capacities according the APA E830E report (see
Appendix B).
Va = 590 Ibs / 3 F.S. = 197 Ibs
Ta = 350 Ibs / 3 F.S. = 117 Ibs
Attach Flat Roof Attachment to roof deck using a minimum of 4415 screws
11Page
rs" /� P LIED. JOB ISTWANS
�", ^►
B'MFC3NSEflfI4fS poxausiAwr�, taac.. JOBNo. 2022-DS002
DnrE Rev 4/6/22
CLIENT DS Energy ur RHA slicer No.
Plywood Check -
The loads from the solar have been moved around on the plywood to create the absolute worst case
moment and shear in the plywood.
Downward Condition: P = 191 lbs. This point load will act as a uniform distributed load under the 7"
attachment: w = P/7" = 327 plf
See A1. M = 0.049 k-ft = 588 in-lbs, V = 247lbs.
Upward Condition: P = -202 lbs, w = -346 plf
See A1.1. M = 0.043 k-ft = 516 in-lbs, V = 133 lbs.
For the purposes of this plan check, we shall pretend that only a 12" wide strip of the plywood resists this
load. Obviously, this is grossly inaccurate, but is conservative.
Per Table M9.2-1 of the NDS, the bending capacity of 4 ply CDX is 405 in-Ibs/ft of width:
Ma = (405 in-Ibs/ft)(1')(1.6 Cd) = 648 in-lbs.
Per Table M9.2-4 of the NDS, the shear capacity of 4 ply CDX is 81 lb/in:
Va = (81 lbs / in)(12")(1.6 Cd) = 1555 lbs
Plywood is okay to carry solar point loading
Check Plywood Connection to Joists -
The plywood is nailed to the roof joists using at minimum 6d nails at 12" oc in the field. The worst -case
reaction from Al.1 is -98 lbs (ASD). Per NDS Table 12.2C, the withdrawal capacity of a 8d nail in wood
having a specific gravity of 0.5 is 33 lbs/in. The top chord of the 1-joists is 1.5" thick and there is a 1.6
load duration for wind loading. This yields an allowable per nail withdrawal load of:
Ta,nail = 1.6 x 1.5" x 33 p/in = 79.2 lbs
There are nails at least every 12" oc to the joist. Assuming two nails resist the uplift load. This gives a
capacity as follows:
Ta = 158 lbs
The plywood nailing is capable of transferring the uplift loading. Please note that since ASCE7 allows for
neglect of uplift C&C wind on the plywood deck where covered with panels and since C&C loads were still
included on the deck in Al.1, this answer is EXTREMELY CONSERVATIVE.
Check of Screws to Carry Lateral Loading
Even though the screws pass thru a '/" layer of fiberboard that underlays the entire roof (and provides a
huge amount of shear resistance), we shall check the screws here as if they were actually freestanding
21Page
M P P L' E a Jon ISTWANS
a �:�nkaa�+scniwrr CanmuixaNre, kNC. Jon No. 2022-DS002 nATE Rev.4/6/22
is
CUENrc DS Energy BY RHA sHEETNo.
(no support from the fiberboard or foam). This is not a realistic model of the actual field conditions, but
will provide an overly conservative check of the design.
Please notice that the panels are now laying flat, unlike in the original submittal. The IronRidge report in
Appendix B now reports the shear reaction as 0 lbs. We shall still check the attachment for the original
54 Ibs of wind shear from the 10-degree tilt design. We shall also check the screws for the seismic load
per ASCE7 Equation 13.3-1:
Fp = Omega x 0.4(ao)(Sds)(Wo)(1+2z/h) = 45.8 Ibs
Rp/lp
Rp = 1.5, Ip = 1.0, z/h = 1, ap = 1, Omega = 2, Wp = weight per attachment (IronRidge report) = 26.4 Ibs
The screws are placed at a 30-degree angle in the attachment and they pass through 6" of foam. These
have been modeled in RISA-31D.
Joist Check:
The 1-joists roof framing were designed to carry 20 psf of live load and the solar system only weighs 2.7
psf. Furthermore, the Legacy report for the 11-7/8" TJI/Pro 250 joists shows that they can span 21'-5" at
16" oc and carry 20 D + 20 L psf. These joists only span 19'-6" and carry a roof dead load of 14 psf,
including their own self weight.
Joists are OK by inspection.
Ponding Check:
The dead load point loads on each attachment are only 26.4 Ibs.
Ponding analysis is not necessary by inspection.
Lateral Building Check:
Wind profile of the building is unchanged by the addition of the solar system.
Seismic Weights:
Roof = (2500 sf)(14 psf) = 35 kips
Allowable solar = (Wroof)(10%) = 3.5 kips
Solar = 1.95 kips < Allowable solar
Lateral System OK under Existing Building Code section 403.4
3 1 P a g e
Appendix A: Computer Calculations
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION:
Al - roof deck for bending, downward
General Beam Properties
Elastic Modulus
1,500.0 ksi
Span #1
Span Length =
1.330 ft Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #2
Span Length =
1.330 ft Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #3
Span Length =
1.330 ft Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #4
Span Length =
1.330 ft Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span = 1.330 ft I Span = 1.330 ft i Span = 1.330 ft Span = 1.330 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0140, W = 0.0160 ksf, Tributary Width = 1.0 ft
Uniform Load : D = 0.3270 k/ft, Extent = 0.3685 -->> 0.9615 ft, Tributary Width = 1.0 ft, (solar)
Load for Span Number 2
Uniform Load : D = 0.0140, W = 0.0160 ksf, Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : D = 0.0140, W = 0.0160 ksf, Tributary Width = 1.0 ft
Load for Span Number 4
Uniform Load : D = 0.0140. W = 0.0160 ksf, Tributary Width = 1.0 ft
Uniform Load : D = 0.3270 k/ft, Extent = 0.3685 -->> 0.9615 ft, Tributary Width = 1.0 ft, (solar)
DESIGN SUMMARY
Maximum Bending =
0.041 k-ft
Maximum Shear =
0.1351 k
Load Combination
+D+0.60W
Load Combination
+D+0.60W
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Location of maximum on span
0.597ft
Location of maximum on span
1.330 it
Maximum Deflection
Max Downward Transient Deflection
0.000 in
0
Max Upward Transient Deflection
0.000 in
0
Max Downward Total Deflection
0.015 in
1054
Max Upward Total Deflection
-0.004 in
3750
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma - Max Minx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
Dsgn. L =
1.33 It
Dsgn. L =
1.33 It
Dsgn. L =
1.33 it
Dsgn. L =
1.33 ft
Dsgn. L =
1.33 ft
D Only
Dsgn. L =
1.33 ft
Dsgn. L =
1.33 It
Dsgn. L =
1.33 ft
Dsgn. L =
1.33 ft
1 0.04
-0.03
0.04
0.14
2 0.01
-0.03
0.03
0.04
3 0.01
-0.02
0.02
0.11
4 0.03
-0.02
0.03
0.11
5
-0.02
0,02
0.03
1 0.04
-0.03
0.04
0.13
2 0.01
-0.03
0.03
0.04
3 0.01
-0.02
0.02
0.11
4 0.03
-0.02
0.03
0.11
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Al - roof deck for bending, downward
Load Combination
Max Stress Ratios
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length
Span #
M V Mmax +
Mmax - Ma
-Max Mnx Mnx/Omega Cb Rm
Va Max VnxVnx/Omega
Dsgn. L = 1.33 ft
5
-0.02
0.02
0.02
+D+0.60W
Dsgn. L = 1.33 ft
1
0.04
-0.03
0.04
0.14
Dsgn. L = 1.33 ft
2
0.01
-0.03
0.03
0.04
Dsgn. L = 1.33 ft
3
0.01
-0.02
0.02
0.11
Dsgn. L = 1.33 It
4
0.03
-0.02
0.03
0.11
Dsgn. L = 1.33 ft
5
-0.02
0.02
0.03
+D+0.450 W
Dsgn. L = 1.33 ft
1
0.04
-0.03
0.04
0.13
Dsgn. L = 1.33 ft
2
0.01
-0.03
0.03
0.04
Dsgn. L = 1.33 It
3
0.01
-0.02
0.02
0.11
Dsgn. L = 1.33 It
4
0.03
-0.02
0.03
0.11
Dsgn. L = 1.33 ft
5
-0.02
0.02
0.03
+0.60D+0.60W
Dsgn. L = 1.33 ft
1
0.03
-0.02
0.03
0.08
Dsgn. L = 1.33 ft
2
0.00
-0.02
0.02
0.03
Dsgn. L = 1.33 ft
3
0.00
-0.02
0.02
0.07
Dsgn, L= 1,33ft
4
0.02
-0.02
0.02
0.07
Dsgn. L = 1.33 ft
5
0.00
-0.01
0.01
0.02
+0.60D
Dsgn. L = 1.33 ft
1
0.02
-0.02
0,02
0.08
Dsgn. L = 1.33 ft
2
0.01
-0.02
0.02
0.02
Dsgn. L = 1.33 ft
3
0.01
-0.01
0.01
0.07
Dsgn. L = 1.33 it
4
0.02
-0.01
0.02
0.07
Dsgn. L = 1.33 ft
5
-0.01
0.01
0.01
Overall Maximum Deflections
Load Combination
Span
Max.'-" Daft Location in Span Load Combination
Max. Y' Defl
Location in Span
+D+0.60W
1
0.0151
0.651
0.0000
0.000
2
0.0000
0.651 D Only
-0.0043
0.461
W Only
3
0.0001
0.190 D Only
-0.0027
0.950
+D+0.60W
4
0.0106
0.679
0.0000
0.950
Vertical Reactions
Support natation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4 Support 5
Overall MAXimum
0.090
0.180
-0.034 0.155 0.143
0.008
Overall MINimum
-0.021
-0.003
D Only
0.085
0.165
-0.034 0.143 0.128
-0.006
+D+0.60W
0.090
0.180
-0.022 0.155 0.143
-0.001
+D+0.450W
0.089
0.176
-0.025 0.152 0.139
-0.002
+0.60D+0.60W
0.056
0.114
-0.008 0.098 0.091
0.002
+0.60D
0.051
0.099
-0.021 0.086 0.077
-0.003
W Only
0.008
0.024
0.021 0.021 0.024
0.008
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION:
A1.1 - roof deck for bending, upward
General Beam Properties
Elastic Modulus
1,500.0 ksi
Span #1
Span Length =
1.330 ft
Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #2
Span Length =
1.330 ft
Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #3
Span Length =
1.330 ft -
Area =
24.0 inA2
Moment of Inertia =
0.50
inA4
Span #4
Span Length =
1.330 ft
Area =
24.0 inA2
Moment of Inertia =
0.50.
inA4
i Span = 1.330 ft I Span = 1 .330 ft I Span = 1.330 ft Span = 1.330 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D = 0.0140, W =-0.0470 ksf, Tributary Width = 1.0 ft
Uniform Load : D =-0.3460 k/ft, Extent = 0.3685 -->> 0.9615 ft, Tributary Width = 1.0 ft, (solar)
Load for Span Number 2
Uniform Load: D = 0.0140, W =-0.0470 ksf, Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : D = 0.0140, W =-0.0470 ksf, Tributary Width = 1.0 ft
Load for Span Number 4
Uniform Load : D = 0.0140, W =-0.0470 ksf, Tributary Width = 1.0 ft
Uniform Load : D =-0.3460 k/ft, Extent = 0.3685 -->> 0.9615 ft, Tributary Width = 1.0 ft, (solar)
DESIGN SUMMARY
Load Combination
Span # where maximum occurs
Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0,042 k-ft
Maximum Shear =
+D+0.60W
Load Combination
Span # 1
Span # where maximum occurs
0.597 ft
Location of maximum on span
0.000 in
0
-0.002 in
6904
0.006 in
2825
-0.015 in
1030
+D+0.60W
Span # 1
1.330 ft
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
Dsgn. L =
1.33 it
1
0.03
-0.04
0.04
0.13
Dsgn. L =
1.33 It
2
0.03
-0.01
0.03
0.04
Dsgn. L =
1.33 It
3
0.02
-0.01
0.02
0.11
Dsgn. L =
1.33 ft
4
0.02
-0.03
0.03
0.11
Dsgn. L =
1.33 ft
5
0.02
0.02
0.03
D Only
Dsgn. L =
1.33 it
1
0.02
-0.04
0.04
0.12
Dsgn. L =
1,33 It
2
0.02
-0.01
0.02
0.04
Dsgn. L =
1.33 It
3
0.02
-0.01
0.02
0.10
Dsgn. L =
1.33 ft
4
0.02
-0.03
0.03
0.10
DESCRIPTION: A1.1 - roof deck for bending, upward
Load Combination
Segment Length Span #
Project Title:
Engineer:
Project ID:
Project Descr:
Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
M V Mmax + Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
Dsgn. L = 1.33 It
1
0.03
-0.04
0.04
0.13
Dsgn. L = 1.33 ft
2
0.03
-0.01
0.03
0.04
Dsgn. L = 1.33 ft
3
0.02
-0.01
0.02
0.11
Dsgn. L = 1.33 ft
4
0.02
-0.03
0.03
0.11
Dsgn. L = 1.33 ft
5
0.02
0.02
0.03
+D+0.450W
Dsgn. L = 1.33 ft
1
0.03
-0.04
0.04
0.13
Dsgn. L = 1.33 It
2
0.03
-0.01
0.03
0.03
Dsgn. L = 1.33 ft
3
0.02
-0.01
0.02
0.11
Dsgn. L = 1.33 It
4
0.02
-0.03
0.03
0.11
Dsgn. L = 1.33 ft
5
0.02
0.02
0.02
+0.60D+0.60W
Dsgn. L = 1.33 ft
1
0.02
-0.03
0.03
0.09
Dsgn. L = 1.33 ft
2
0.02
-0.00
0.02
0.03
Dsgn. L = 1.33 It
3
0.02
-0.00
0.02
0.08
Dsgn. L = 1.33 ft
4
0.02
-0.02
0.02
0.08
Dsgn. L = 1.33 It
5
0.01
-0.00
0.01
0.02
+0.60D
Dsgn. L = 1.33 ft
1
0.01
-0.02
0.02
0.07
Dsgn. L = 1.33 ft
2
0.01
-0.01
0.01
0.02
Dsgn. L = 1.33 ft
3
0.01
-0.01
0.01
0.06
Dsgn. L = 1.33 ft
4
0.01
-0.02
0.02
0.06
Dsgn. L = 1.33 ft
5
0.01
0.01
0.01
Overall Maximum Deflections
Load Combination
Span
Max. =" Defl Location in Span Load Combination
Max. Y' Defl
Location in Span
D Only
1
2
0.0000
0.000 +D+0.60W
-0.0155
0.651
D Only
3
0.0047
0.0034
0.489
0.896 W Only
0.0000
0.651
4
0.0000
0.896 +D+0.60W
-0.0003
-0.0111
0.190
0.679
Vertical Reactions
Support notation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Support 3 Support 4 Support 5
Overall MAXimum
-0.090
-0.174
0.074 -0.150 -0.135
-0.025
Overall MINimum
-0.025
-0.071
-0.061 -0.061 -0.071
-0.025
D Only
-0.075
-0.131
0.074 -0.114 -0.092
0.021
+D+0.60W
-0.090
-0.174
0.037 -0.150 -0.135
0.006
+D+0.450W
-0.086
-0.163
0.046 -0.141 -0.124
0.010
+0.60D+0.60W
-0.060
-0.121
0.008 -0.105 -0.098
-0.002
+0.60D
-0.045
-0.079
0.044 -0.068 -0.055
0.013
W Only
-0.025
-0.071
-0.061 -0.061 -0.071
-0.025
81
Company <Licensed Company> 3/14/2022
Designer rhara 7:15:13 PM
111RISA' Job Number Checked By
Model Name
AMWILI�l
Node Coordinates
Label x rfti Y rftl 7 rf[l nAfnPh Prnm
0 s.
0
21 N2
0.29
0.5
0
31 N3
0
41 N4
0.29
0
0.29
51 ,N5
0,
-0.29
Node Boundary Conditions
Node Label X [k/inl
111 11, :� I !�,, "':I: � N
Reaction
feaction
Reaction.
2 N3
Reaction
Reaction
Reaction tEj
3 N*
Reaction,,,
Reaction,
Reaction
4 N 1
Reaction
Reaction
Reaction
Hot Rolled Steel Properties
Label E rksil G ksi Nu Therm. Coeff. [I e5oF-11 Densitv fk/ft3l Yield [ksil RV Fu rksil Rt
1
92,�
29000
4��j
5.3
1 i 0.65
0.49
50
1 1.1
65
ill
2
A36 Gr.36
29000
11154
0.3
0.65
0.49
36
1.5
58
1.2
3
A572,Gr.50! �K
29000,
,11154
0.3
0:65,
0649,
:50,
1.1
65
7 1.1
4
A500 Gr.B RND
29000
11154
0.3
0.65
0.527
42
1.4
58
1.3
5
A500 Gr.B RECT
- 29000..'�
111,54
0:3.
.015
" 5''
0.527
14
68
1.3,
6
A500 Gr.0 RND
-GrC
29000
-09-000
11154
0.3
0.65
0.527
46
1.4
62
1.3
-7
k500 RECT
771p,154r
'
Q.3
0;65!'
0.527
50
-1.4-
62
1.3
8
A63 Gr.B
29000
11154
0.3
0.65
0.49
35
1.6
60
1.2
I
AI085
2900Q�11i-r"!1I
6
0.3
'.P5,
T49
5�50�:-
�14
65
1 3
10
1 Gr.65
1 29000
11154
0.3
0.6�
.49
1 6 1
1 1
1 80
1'
Cold Formed Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1 e5*F-11 Density [k/ft31 Yield rksil Fu rksil
Hot Rolled Steel Section Sets
Label She �e T Des 'an List Material - Desiqn Rule Area in lyy [inj Izz [in4j J [in"j
1 �HRI WiOX3$_J�!!�BXn WideFlangel A992 I -Typical 1 9.71 1 , 36.6 , 1 171 1 0.583
Cold Formed Steel Section Sets
Label Design List Design Rule Area fin 21 ivv fin 4] KZ [' 4
S ape Material
in n
7 1 4.
CU I i:j�
Ill CFT 180,4225X0571 , E�M. �, I A6ff% Gr33 Tylbidal 11 0.581 0.05 41: 0.00063
Hot Rolled Steel Design Parameters
Label Shane Lenath fiftl Lcomr) ton riti K v-v K 7-7 Fiinrtinn
Ill MI
".202" dia OMG HD15
0:578 �
Lb
2
2
Lateral
1 0.202" dia OMG HD15
-
0578
L
Lb
2
2
Lateral
0.202" dia OMG HD1,5
1 0.578
Lb yy
Lateral
4 M4
I 0.202" dia OMG HD15
1 0.578
I-byy
Lateral
RISA-31) Version 19 ABI, Screws resisting lateral, principal di... Page 1
Company <Licensed Companp 3/14/2022
Designer : rhara 7:15:13 PM
Job Number Checked By
Model Name
Cold Formed Steel Design Parameters
No Data to Print...
Member Distributed Loads
No Data to Print...
Member Point Loads
No Data to Print...
Member Area Loads
No Data to Print...
Basic Load Cases
BLC Descriotion Catennry ni .1
Load Combinations
Solve P-Delta BLC Factor
Envelope Beam Deflection Checks
No Data to Print...
Material Take -Off
Material Size Pieces Lennthlftl WpinhtrKl
1i Hot: Rolled Steel';
2 A36 Gn36
0.202" dia OMG HD15
4
2.3
0
3' :.:.Tofal HR Steel
4
23'
0
Connection Design Results
No Data to Print...
Envelope AISC 15TH (360-16): ASD Member Steel Code Checks
Member Shape Code CheckLocrftlLCShear Check LocrftlLCPnc/om rlb1Pnt/nm rlhlMnvv/nm nh-ft1Mn77/nm rlh-ftich Fnn
11 .:M1 ;
0,2pZ'"dia
OMG
HD15
0.078
0 578
1
. ` .` .°0,
0.578
1
63.835
690.842
2 326
2'326
1'!H1-1b"
2 M2
0.202" dia
OMG
HD15
0.843
0.578
1
0
0.578
1
63..5
690.842
2.326
2.326
1
H1-1a*
3 M3. '.0202-';dia:OMG
HD15
0
0.578
'f
i0 .0:578
1
63.835
690A42
23326
2 326
1
H1-1b*
4 M4
0.202" dia OMG
HD15
0
10.57811
0
10.578111
63.835
690.842
2.326
2.326
1
H1-1b*
Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks
No Data to Print...
Envelope X-Direction Story Drift - Strength
No Data to Print...
RISA-3D Version 19 [AB1, Screws resisting lateral, principal di... Page 2
Company <Licensed Company>
3/14/2022
Designer rhara
111RISAJob
7:15:13 PM
Number
Checked By
Model Name
Envelope Z-Direction Story Drift - Strenath
No Data to Print ...
Envelope Z-Direction Story Drift - Service
No Data to Print...
Envelope X-Direction Story Drift - Service
No Data to Print...
Envelope Node Reactions - Overstrength or Capacity Limit
No Data to Print...
Envelope Node Reactions
Node Label X [Ibl LC Y 'b' C Z [lb] LC MX [lb-ft] LC MY rlb-ftl LC MZ [lb-ftl, C
L_
, N5.'I , I "1
max
1
I , - 0.001
2 �j
1_0.001 '�J��
2
7
-0.001
2
2
1 0-
T
1,:0
1 2
2
min
-0.002
--7-
1
-0.003
1
-0.002
1
1 0
1
0
1
0
1
N3,
6—.025' -
2
-46;554_1;�
1 1
2
1 77777577-77
2
0
R
2
4
min
-26.987
1
27.639
2
0
1
0
1
0
1
5,
max
TZ.
_
]0 , - � 11 :,
2
0
2
0
2
6
min
-0.002
-�2&7,
1
0.001
2
0
1
0
1
0
1
-7
N1
37
2 i
° '"- ' , O
0
2
T :i "
2'
8
min
-27.008
7-446 �549
1
1 0
—1
0
1
_0
—1
0
1
9
Totals
six,
i -32.06
2�
0,
1
2
Imin
j -54
1 1
0
2
0
Envelope Node Displacements
Node Label x in LC Yin LC Z in
LC X Rotation ra I LC Y Rotation fradl LC Z Rotation rradl LC
I
I N 1,
1 max
1 -,,0 J-
0
'1"1
0
1
0
2
0
1 2-
2
-6.876e-5
2
2
min
0
2
0
2
0
1
0
1
0
1
-1.158e-4
1
NZ -
max
O.OQI
T
F5 —"0"
-, —T,
770-
2,',
1 0
-2
1 0
2-
-8A76e-5
2
4
min
0.001
2
0
2
0
1
0
1
P,
1
-1.428e-4
1
5
N3_ff
max
J.0
—
eA 1�
' I ',-
i. 0-
—
0
2
0
Q
2-
-6.876e-5
2
6
min
0
2
0
1
0
1
0
1
1
-1.158e-4
—1
71
N4
max
O'
1 -_.
0'-
C1
0
2. -1
�O
7e-6
—2
—A.008e-4
2
8
min
0
2
0
2
0
1
0
2
-1.563e-5
1
-1.697e-4
1
9
N5
max
0 ,
""'A"','I
a
1 1
0
1"
a,
2
1 Z63e-5�
1
-1:008e-4 =
2
,101
min
0
2
0 1
2
1 n
9
n
RISA-31D Version 19 [AB1, Screws resisting lateral, principal di... Page 3
(nez
Company : <Licensed Company> 3/14/2022
Designer : rhara 7:16:52 PM
Job Number Checked By
nM, ,t tt, r n Model Name
Node Coordinates
Label X [ftl Y rftl z rftl r')P.tnr.h Frnm linnhrnnm
1 NI1
0.084939
1 0
0.205061
2 N2
0.29
0.5
0
3 N3
0.495061
0
-0.205061
4 N4
0.495061
1 0
0.205061
5 N5
0.084939
0
-0.205061 -"
Node Boundary Conditions
Node Label X [k/inl Y rk/int 7 Win!
1! N5
Reaction rs
Reaction
Reaction
121
Reaction
Reaction
3 N4
9Reaction
Reaction
Reaction
4 N1
Reaction
Reaction
Reaction
Hot Rolled Steel Properties
Label E [ksil
Nu Therm. Coeff. I e57-11 Densitv Fk/ft3l Yield rksil Ry Fu [ksil Rt
1
";,.:,A992 '
29000
1 15.
�0 3
0.65 " .."."
; .49
50
1�.1 =
" '65
1.1
2
A36 Gr.36
1 29000
11154
0.3
0.65
0.49
36
1.5
58
1.2
3
"A572;Gt:50
29000 "
" 1;1154 ,
.:...,, 0:3 "
0.65
0.49
:'
50
1.1
65 "
1.1
4
A500 Gr.B RND
29000
11154
0.3
0.65
0.527
42
1.4
58
1.3
5
A500'Gr.R,RECT
29000
11154
0.3
0.65
0:527 '
" ': 46
1.4
55
1.3 ".
6
A500 Gr.0 RND
29000
11154
0.3
0.65
6.527
46
1.4
62
1.3
7
A500 Gr:C'RECT
2 0000
11154
0;3
0.65 ;,
0.527
50
- 1.4
62 4
1.3
8
A53 Gr.B
29000
11154
0.3
0.65
0.49
35
1.6
60
1.2
H
-A1085
29000
11154
'0.3
0,65
0,49
10
A913 Gr.65
29000
11154
0.3
0.65
0.49
65
1.1
80
1.1
Cold Formed Steel Properties
Label E fksil G [ksil Nu Therm. Coeff. r1e5°F-11 Densitv [k/ft31 Yield rksil Fu rksil
Hot Rolled Steel Section Sets
Label Shape T e Design List Material Desi n Rule Area in n° Izz in° J in°
1' HR7 'W OX33 Beam Wide"Flaiti a A992 1T oal ; 9.71 38.6 Sa 171 0583 '-
Cold Formed Steel Section
Label Sha e T e Desi n List Material Desi n Rule Area in' I in° Izz in° J in°
1' CF1 8CU1.25X057 Beam CU A853 SS Gr33: T ical 0.581= 0.057 4.41 O.D0063
Hot Rolled Steel Design Parameters
Label Shape Length fftl Lcomo too [ft] K v-v K z-z Functinn
1 M1
0202" dfa'OMG HD15
0.578 -
Lb
2
2
Lateral
2 M2
0.202 dia CMG HD15
0.578
Lb
2
2
Lateral
3 M3
0.202" dia.OMG°HD15
0.578 1
Lb
2
2
Lateral
4 M4
0.202" dig OMG HD15
0.578
I-byy
2
2
Lateral
RISA-31D Version 19 [AB1-1, Screws resisting lateral, 45 degre... Page 1
Company <Licensed Company> 3/14/2022
Designer : rhara 7:16:52 PM
Job Number Checked By
AN Model Name
Cold Formed Steel Design Parameters
No Data to Print...
Member Distributed Loads
I No Data to Print
Member Point Loads
No Data to Print...
Member Area Loads
No Data to Print...
Basic Load Cases
BLC Description Cafennry ni a�i
Load Combinations
Solve P-Delta RI C.
Envelope Beam Deflection Checks
No Data to Print...
Material Take -Off
Material Size Pieces i Pnnthrftl 1n/clnhtrkl
III Hot Rolled Steen
2 A36 Gr.36
0.202" dia OMG HD15
4
2.3
0
3 Totdl HR Steel -
4
23
0'
Connection Design Results
No Data to Print...
Envelope A/SC 15TH (36046): ASO Member Steel Code Checks
Member I Shape Code Check LocrftlLCShear Check LocfftlLCPnc/omflhlPnt/nmflhlMnvv/mmrih-ft1Mn»/nmrlh_ftlr`h P=,
III M1
0202' dia OMG
HD15;
0.055
0.578
1
0 1
0.578111,
63.835
690.842
2.326
2326
1'H1-1ti?
2 M2
0.202" dig OMG
HD15
0.596
10.57811
0
0.578
1
63.835
690.842
2.326 2.326
1
H1-la*
3 M3 .0.202'tlia.OMG
HD15
, 0.596
0:578
1
0
0.578
1
, 63.835
690.842'
. 2.326 2.326
t
H1-Is*
4 M4
0.202" dig
OMG
HD15
0.055
0.578
1
0
0.578
1
63.835
690.842
2.326 2.326
1
H1-1b*
Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks
No Data to Print...
Envelope X-Direction Story Drift - Strength
No Data to Print...
RISA-3D Version 19 [AB1-1, Screws resisting lateral, 45 degre... Page 2
Company <Licensed Company>
3/14/2022
Designer : rhara
7:16:52 PM
Job Number
Checked By:
ar_rae=.:.MILc ,, W.Iwf Model Name
Envelope Z-Direction Story Drift - Strenath
I No Data to Print
Envelope Z-Direction Story Drift - Service
No Data to Print...
Envelope X-Direction Story Drift - Service
No Data to Print...
Envelope Node Reactions - Overstrenyth or Capacity Limit
No Data to Print...
Envelope Node Reactions
Node Label X Ib LC Y Ib LC Z [lb]LC MX [lb-ft LC MY Ib-ft LC MZ [lb-ft LC
1
N5
max
8.018
2
-19543
2
-8.014
2
Oi
2
0
2
0 'r;
2'
2
Iminj
-13.509
1
-32.917
1
-13.498
1
0
1
0
1
0
1
3
N3
max
=S.Q12'. ..'
2
32,917i
1
13A,98'.
1 -'
0::-
' 2
0 '
2
0 -.
2
4
min
-13.491
1
19.543
2
8.014
2
0
1
0
1
0
1
N4 11
max
"-8 012: '
s 2
. 32.917
1
8 014.z
2 :
0"
27
0
2
0'
2
6
min
-13.491
1
19.543
2
-13.498
1
0
1
0
1
0
1
7
N1
max
"-8 01;8 ` '..:
2"
-19,543
2
.... 13;498
1 "
0
2
0
2
0 °.
2
8
min
-13.509
1
-32.917
1
8.014
2
0
1
0
1
0
1
9
Totals 'max
_ "=32.06:
2
0
1:
0' , ;
2
10
min
-54
1
0
2
0 1
1
Envelope Node Displacements
Node Label X in LC Y [inj LC Z in LC X Rotation red LC Y Rotation rradl LC Z Rotation fradl LC
1
N1
max
-- 0
1 1
1 10,
1
0=
2
2.694e-5 P
1
-6.56e-6 +
2
-8A76e-5
2'
2
min
0
2
0
2
0
1
1.6e-5
2
-1.105e-5
1 1
-1.428e-4
1
3
,NZ''„
max'
0;001
1
.0
:'1'
`0
2
0
'2
0
,'2'=8.476e-5
:-_:
2=..
4
min
0.001
2
0
2
0
1
0
1
0
1
-1.428e-4
1
4
N8.<.
max.
0
1 `;',;;0
.2
0
2 "
�Z694Jp-5
1
1.105e-5
1
=8.476e-5 -
2
6
min
0
2
0
1
0
1
1.599e-5
2
6.56e-6
2
-1.428e-4
1
7
-' "N4 .:,
'max
o'0
1 -
0"
2
0 :
1
-1.599e-5' °
.2:
=6.56e-6
2
-8.476e-5 ..-
2
8
min
0
2
0
1
0
2
-2.694e-5
1
-1.105e-5
1
-1.428e-4
1
9
N5 .
max
O
1-
0.
1
0
1
-1.6e-5
2
1.105e-5
1
-8.476e.5 -'
2`
10
min
0
2
0
2
0
2
2.694e-5
1
6.56e-6
2
1.428e-4
1
RISA-31) Version 19 [AB1-1, Screws resisting lateral, 45 degre... Page 3
Appendix B: Supporting Information
1/23/22, 2:41 PM
Hazards by Location
ATC Hazards by Location
Search Information
Address: 1107 Dolphin Terrace, Corona Del Mar, CA 92625,
USA
Coordinates: 33.6111129,-117.889518
Elevation: 79 ft
Timestamp: 2022-01-23T22:41:22.753Z
Hazard Type: Wind
ASCE 7-16 ASCE 7.10
MRI 10-Year 66 mph
MRI25-Year __.. 71 mph
MRI 50-Year _ _ 77 mph
MRI100-Year _.,.. 81 mph
Risk Category I 89 mph
Risk Category II
Risk Category III
95 mph
_ 102 mph
Risk Category IV 106 mph
MRI 10-Year _ 72 mph
MRI 25-Year _... 79 mph
MRI50-Year _ 85 mph
MRI100-Year 91 mph
Risk Category 1 100 mph
Risk Category II _... _.. _.. 110 mph
Risk Category III -IV 115 mph
au, vcy, uouA rdim aervice Agency
ASCE 7-05
ASCE 7-05 Wind Speed __ _ 85 rnph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this toot with the local Authority Having Jurisdiction before
proceeding with design.
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal
areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past
the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region
boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne
debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of
this website does not imnly annroval by the aovernina buildino code bodies resnonsible for building code annroval and internretation for the
https://hazards.atcouncii.org/#/wind?lat=33.6111129&ing=-117.889518&address=ll07 Dolphin Terrace%2C Corona Del Mar%2C CA 92625%2C USA 1/2
1/23/22, 2:42 PM
Hazards by Location
ATC Hazards by Location
Search Information
Address: 1107 Dolphin Terrace, Corona Del Mar, CA 92625,
USA
Coordinates: 33.6111129,-117.889518
Elevation: 79 ft
Timestamp: 2022-01-23T22:42:19.598Z
Hazard Type: Seismic
Reference ASCE7-16
Document:
Risk Category: II
Site Class: D-default
Basic Parameters
Name Value Description
SS 1.369 MCER ground motion (period=0.2s)
S1 0.486 MCER ground motion (period=1.Os)
SMS 1.643 Site -modified spectral acceleration value
SM1 * null Site -modified spectral acceleration value
SDS 1.095 Numeric seismic design value at 0.2s SA
Sol * null Numeric seismic design value at 1.0s SA
See Section 11.4.8
Additional Information
Name
Value
Description
SDC
* null
Seismic design category
Fa
1.2
Site amplification factor at 0.2s
Fv
* null
Site amplification factor at 1.0s
CRS
0.909
Coefficient of risk (0.2s)
CR1
0.921
Coefficient of risk (1.0s)
PGA
0.597
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.717
Site modified peak ground acceleration
https:Hhazards.atcouncii.org/#/seismic?lat=33.6111129&ing=-117.889518&address=1107 Dolphin Terrace%2C Corona Del Mar%2C CA 92625%2C USA 1/2
1/23/22, 2:42 PM
TL 8
SsRT 1.369
SsUH
1.506
SsD
2.616
S1RT
0.486
S1UH
0.528
SID
0.825
PGAd
1.056
* See Section 11.4.8
ATC Hazards by Location
Long -period transition period (s)
Probabilistic risk -targeted ground motion (0.2s)
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (0.2s)
Probabilistic risk -targeted ground motion (1.0s)
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (1.0s)
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or Iona/ amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of
this website does not Imply approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the report.
https://hazards.atcouncii.org/#/seismic?lat=33.6111129&ing=-1 17.889518&address=1107 Dolphin Terrace%2C Corona Del Mar%2C CA 92625%2C USA 2/2
1107 Dolphin Terrace t*902EfiE1
rizr rcct
fKm', IRONRIDO�p
28357 INDUSTRIAL BLY �., , l"03FF,O, L.A 94945
Project Details
Name
1107 Dolphin Terrace
Date 03/15/2022
Location
1107 Dolphin Terrace, Newport Beach, CA 92625 Total modules 47
Module
Hanwha Q.Cells: Q.PEAK DUO BLK-G6+
340 (32mm) Total watts 15,980
Dimensions
68.5" x 40.55" x 1.26" (1740.0mm
x 1030.Omm x 32.0mm) Attachments 94
ASCE
7-16
Tilt 0°
Rail attachment hardware
Square Bolt
Roof Information
Roof attachment
Flat Roof Attachment
Rafter spacing 16"
Roof manufacturer
n/a
Color nia
Thickness
n/a
_
Roof material Built -Up
Deck pullout strength
500 Its
_.. _..
Load Assumptions
Building Details
Wind exposure
D
Roof slope 0-7'
Wind speed
95 mph
Risk category II
Ground snow load
0 psf
Building height 15 ft
Attachment spacing
4.0'
Building north -south 132.0 ft
Site Elevation
_....
102.0 ft
Building east -west 60.0 ft
SIDS
1.084 _
Parapet height 18.0 in
Span Details XR10 - Portrait
Reaction Forces XR10 - Portrait
Module
Max Max
Module Down Uplift
Zone Position
span cantilever
Zone Position ptzs) Obs)
Zonel Normal
5' 6" 2' 2"
Zonel Normal 149 85
Exposed
5' 6" 2' 2"
_ Exposed.. 149 126
Zone2 Normal
5'6" 212"
Zone2 Normal 172 108
Exposed
5' 6" 2' 2"
..Exposed 172 175
Zone3 Normal
5' 6" 2' 2"
Zone3 Normal 191 127
Exposed
5'6" 2' 2"
Exposed 191 202
Attachment capacity testing does not include the connection of the
assembly to the underlying roof deck. Further evaluation of the
screw requirement as well as verifying the structural capacity of
the roof deck and adequacy of FAA's connection to the roof will be
the responsibility of the system designer.
System Weight
Total system weight
2,477.1 Ibs
Weight/attachment
26.4 his
Racking weight.
414.7 Ibs
Distributed weight
2.7 psf
Last updated by Rex Arashl on 03/14/22 06:36 PM Page 1 of 5
1107 Dolphin Terrace (�r9o265F.1
flat r;x
IRONRIDGE
28357 INDUSTRIAL BLVD., HAYWARD, CA 94545
Roof Section 1
' Definition
37 modules
East-West rail orientation
Portrait module orientation
Graphical entry
Diagram
Roof Section Weights
Total weight: 1,948.1 Ibs
Weight/attachment: 26.3 l bs
Total Area: 728.1 sq ft
Distributed weight: 2.7 psf
Segments
Columns Row length Rail length Cantilever
.2..... . 61111, 611111
_.. 1' 61P
Row segment totals (x 3) -
3....... 10-4"
10 4 1.2�
_... 5 17' 2" 17' 2" 7"
Row segment totals (x 4) -.
4 131 911 13'9°__.. 11"
Row segment totals (x 2) -.
1.... 17' ._..{
Roof Section (all segments)
Provided rail: 392' [28 x 141]
Attachments: 74
Splices: 8
Cantilever Violations
..None......
Rail
Attachments
_4..
Splices
28' [2 x 14'1..
0
84'[6x14']
12
0
None......
28' [2 x 14'1..
6
0
None._
56' [4 x 14'].......
10
2
224' [16 x 14']
40
8
None
28' [2 x14']
8
0
56' [4 x 14']
16
0
Roof Section 2
Definition Roof Section Weights
10 modules Total weight: 528.9 Ibs
East-West rail orientation Weight/attachment: 26.4 lbs
Portrait module orientation Total Area: 196.2 sq ft
Graphical entry Distributed weight: 2.7 psf
Diagram
am In
.a
1- 17' —
.Roof Section (all segments)
Provided rail: 112' [8 x 14']
Attachments: 20
Splices:4 _.....
Last updated by Rex Arashi on 03/14/22 06:36 PM
Page 2 of 5
1107 Dolphin lerrace i-1'9G1i8ic!
ear mc9
Segments
Columns Row length Rail length Cantilever Cantilever Violations Rail
5 17'.2" 1T 2" 7„ None 56' 14 x 14':
Row segment totals (x 2) 122' [8 x 14'] 20
Side View Portrait
South attachment
Z'—
L-Foot
Splice Details
[ -------TOP-FACINGSLOT
Clamp Detail
Mid Clamp, flan
<_"--M. IRONRIDGE
28357 IN MISTRIAL BLVD., HAYWARD, CA 94545
Attachments Splices
10 2
4
North attachment
3 .
L-Foot
XR10 RAIL
SPLICE %�/ .-------------. ----BONDING SPRING
nt
v�
XR101NTERNAL SPLICE
VG SLOT
Splice Connection
PV MODULE
FRAME
UNIVERSAL
PASTENINGi
OBIECI
Mid Clamp, Front
UNIVERSAL
FASTENING
OBJECT
PV MODULE
FR4MIi'
RAIL
RAIL
PV MODULE
FRAME
UNIVERSAL
TASTE. NING
OBJECT
STOPPER
SLEEVE
End Clamp, Plan
STOPPER
SLEEVE
LI-NIVEI4SAL
FASTENING
OBILcl'
RAIL
PV MODULE
FRAME
End Clamp, Front
Last updated by Rex Arashl on 03/14/22 06:36 PM Page 3 of 5
1107 Dolphin Terrace 1�9o26e91
1411
Flat Roof Attachment
Plan View
Grounding Diagram
Side View
Perspective View
-tET IRONRIDGE
28357 INDUSTRIAL BLVD., HAYWARD, CA 94545
Front View
-:.I.._ - - _� - _M.-gip_ o
@ UFO Clamp a Grounding Lug *
Fault Current Ground Path Min 10 AWG Copper Wire
m Bonded Splice (Rail Connection)
* Grounding Lugs and Wire are not required in systems using Enphase microinverters.
Last updated by Rex Arashi on 03/14/22 06:36 PM Page 4 of 5
1107 Dolphin I errace [*5GLB58i
fldP Jq':
Bill of Materials
Part
.Rails & Splices
XR 10-168A
XR10, Rail 168" (14 Feet) Clear
XR10-BOSS-01-Ml
Bonded Splice, XR10
Clamps & Grounding
UFO-CL-01-Al
Universal Module Clamp, Clear
UFO-STP-32MM-Ml
Stopper Sleeve, 32MM, Mill
X R-LUG -03-A 1
Grounding Lug, Low Profile
Tilt Kits & Attachments
FRA-BASE-01-Ml
Flat Roof Attachment, Mill
LFT-03-M 1
Slotted L-Foot, Mill
BHW-SQ-02-Al
Square -Bolt Banding Hardware
,fZEM. IRONRIDGE
28357 INDUSTRIAL BLVD., HAYWARD, CA 94545
Spares
Total Qty
0
36
0
12
0
118
0
48
0
12
0
94
0
94
0
94
Last updated by Rex Arashi on 03/14/22 06:36 PM
Page 5 of 5
Fastener Loads for
Plywood — Screws
Number E830E • June 2011
The integrity of a structure is frequently dependent upon the connections between its component elements. For maxi-
mum strength and stability, each joint requires a design adapted to the fastener type and to the strength properties of
the individual structural members. Included in the following tables are ultimate withdrawal and lateral loads for ply-
wood joints fastened with wood and sheet metal screws. These values are based upon tests conducted on plywood by
APA — The Engineered Wood Association.
To calculate design withdrawal and lateral capacities for various sizes of wood screws, see Table 11.3.1A of AF&PA
NDS-2005, and APA Technical Topic TT-051 and Section 4.4.7 of Panel Design Specification, APA Form D510. See also
www.awc.org/calculators/fndex.html for online fastener calculators.
TEST RESULTS
Panel -and -Metal. Connections
Self -drilling, self -tapping screws are commonly used to attach panels tip to 1-1/8 inches thick to steel flanges up to
3/16 inch thick. However, since threads are usually provided on only a portion of the fastener shank, it is important
to specify the appropriate fastener length for a given panel thickness. This precaution ensures that the threaded por-
tion of the shank will engage in the steel framing. Several lengths and styles are available. Additional details for these
types of screws may be obtained from specific fastener manufacturers. The following test data apply to wood screws
and sheet metal screws. Little design data is available on sheet metal screws, but the primary difference between wood
and sheet metal screws is that sheet metal screws are generally threaded their full length and wood screws are only
threaded about two-thirds of their length.
Lateral Resistance:
Performance of panel -and -metal connections is dependent upon
the strength properties of all three elements.
a) Panel -critical joints are characterized by a shearing of the
wood fibers oriented parallel to the direction of the applied
force.
b) Fastener -critical joints are characterized by a shear failure
of the screw shank. As shown in Figure 1, once localized
crushing of the wood has occurred, resistance of the metal
to fastener -head embedment causes the screw to become
FIGURE I
FAILURE OF LATERALLY LOADED, SINGLE.
SHEAR .METAL -TO -PLYWOOD CONNECTION
eJ
I®�
s'!W�1.Allr
Crushing of plywood
a shear specimen and joint
behavior is dependent upon
the shear strengthof the
fastener. Shear failure of the
screw shank occurs at the
wood -metal interface.
0 The metal -critical joint may
fail in one of two ways. Failure
occurs when the resistance of
the screw head to embedment
is greater than the resistance
of the metal to lateral and/
or withdrawal load, and the
screw tears through or away
from the metal. Failure also
occurs when thin metal in a
metal -to -panel joint crushes or
tears away from the screw.
The following test data are pre-
sented for plywood only.
Tables l and 2 present average
ultimate lateral loads for wood -
and sheet -metal -screw connec-
tions in plywood -and -metal
joints. The end distance of the
loaded -edge in these tests was
one inch. Plywood face grain
was parallel to the load since this
direction yields the lowest lat-
eral loads when the joint is ply-
wood -critical. All wood -screw
specimens were tested with a
3/16-inch-thick steel side plate,
and values should be modified if
thinner steel is used.
TABLE 1
''..
SCREWS: METAL -TO -PLYWOOD CONNECTIONSM !
Depth of
Average Ultimate Lateral Load (Ibf)(e)
Threaded..-.-.....
........... ........... _.-..
Penetration
Wood Screws Sheet Metal Screws
__---(inches
- - -- #70 #12 #S #10 #12
- - — -------.. ------.._
1/2
415(SOO) 590 465 (565) 670
5/8
- - - 500 (600) 705
3/4
- - 590 (655) 715
(a) Plywood was C-D
grade with exterior glue (all plies Group 1), face grain parallel to load. Side
plate was 3/16"-thick
steel.
(b) Values are not
design values. Values in parentheses are estimates based on other tests.'i
ZL ' Q
r�
is
ENT a
!
_.
V V
TABLE 2
SHEET METAL SCREWS: PLYWOOD -TO -METAL CONNECTIONSN
Ultimate Lateral Load (Ibf)(b)
Plywood
..-...Average
Performance
Screw Size
1/4"-20 Self
Framing- Category
#8 #10 ..#12 #14
Tapping. Screw
0.080-inch 1/4
330 360 390 410
590
Aluminum 1/2
630 850* 860 920
970
3/4
--------
910* 930* 1250 1330
1440
0.078-inch 1/4
--
360 380 400 410
-...
650
Galvanized 1/2
700* 890* 900 920
970
Steel (14 gage) 3/4
700* 950* 1300* 1390*
1500
(a) Plywood was A C EXT (all plies Group 1), face grain parallel to load.
(b) Values are not design values. Loads denoted by an asterisk(*) were limited
by screw-to4ram-
ing strength; others were limited by plywood strength.
u
Withdrawal:
Tables 3 and 4 present average
ultimate withdrawal loads for
wood and sheet metal screws in
plywood -and -metal joints, based
on analysis of test results. Wood
screws are threaded for only
2/3 of their length. Sheet metal
screws typically have higher
ultimate load than wood screws
in the smaller gages because of
their full-length thread.
Values shown in Table 3 for
wood screws are based on 1/4-
inch protrusion of the wood
screw from the back of the panel.
This was to assure measurable
length of thread embedment in
the wood, since the tip of the
tapered wood screw may be
smaller than the pilot hole. This
was not a factor for sheet metal
screws due to their uniform
shank diameters.
TABLE 3
WOOD AND SHEET METAL SCREWS: METAL -TO -PLYWOOD CONNECTIONS(^-b)
Depth of Average Ultimate Withdrawal Load (Ibf)
Threaded _. _. ...._.. .......... .....
Penetration Screw Size
(inch) #6 #8 #10 #12 #14 #16
3/8
150
180
1/2
200
240
5/8
250
295
3/4
1
300
355
1-1/8
—
—
—
—
2-1/4
—
—
(a) Plywood was
C-D grade with exterior
(b) Values are not
design values.
Q
Wood Screw
205 —
— —
275 315
350 —
345 390
440 —
415 470
525 -
- 625
700 775
— 705
790 875
— —
1580 —
glue (all plies Group 1).
0
Sheet Metal Screw
TABLE 4
SHEET METAL SCREWS: PLYWOOD -TO -METAL CONNECTIONSM
Average Ultimate Withdrawal Load (Ibf)(b)
Plywood
_.. .-_--
Screw Size
_...
.......... __.
Performance
-- --
-- -
1/4"-20 Self
Framing Category
#8 #10 #12
#14
Tapping Screw
0.080-inch 1/4
130 150 170
180
220
Aluminum 1/2
350 470 500
520
500
3/4
660 680 790
850*
790*
0.078-inch 1/4
130 150 170
180
220
Galvanized 1/2
350 470 500
520
500
Steel (14 gage) 3/4
660 680 800
900
850
(a) Plywood was A-C EXr (all plies Group
1).
(b) Values are not design values. Loads denoted by an asterisk(*) were limited
by screw -to -metal -
framing strength; others were limited
by plywood strength.
V
a-HZ&
IRONRIDGE
B4 Mm�-
Flat Roof Attachment
ITEM NO.
DESCRIPTION
1
FLAT ROOF ATTACH, BASE
2
WASHER, FLAT 3/8" X 1.25" OD SS
3
BOLT, 3/8-16 X 1.125" HEX, SS
FLAT ROOF ATTACHMENT (FRA)
Part Number
Description
FRA-BASE-01-Ml
Flat Roof Attachment, Mill
1) FLAT ROOF ATTACH, BASE
3/9,
T
Property
Value
Material
Aluminum
Finish
Mill
2) WASHER, FLAT 3/8" X 1.25" OD SS
1.25
( —•-II-••.os
0.
41 0
M
rty Value
ial 300 Series Stainless Steel
h Clear
3) BOLT, 3/8-16 X 1.125" HEX, SS
.23 3/8-76THD
P56 { 1.125 [—
Property
Value
Material
300 Series Stainless Steel
Finish
Clear
&I., IRONRIDGE
Engineering Down to the Deck
Low -slope roofs (0-60) are extremely common in residential
and commercial buildings, but the roof construction and
the structural system below vary significantly, creating a
challenge for designing solar arrays.
The IronRidge Flat Roof Attachment combines a high -
strength cast aluminum base with a 16-point fastening
pattern to enable the widest range of design options on low -
sloped roofs. In addition, it is compatible with most common
low -slope roofing materials to ensure a system that is easy
to integrate down to the deck.
16-Point Fastening Pattern
12-straight and 4-angled fastening
options provide maximum capacity
and versatility with wood, steel, decks,
beams, and even concrete slabs.
ETV �s
Intertek
Flat Roof Attachment
€ ufl k-= Vvat.prproofing
Sealed from above with a "blind hole"
and pre -installed sealing washer, Flat
Roof Attachment delivers integrated
'- waterproofing with popular roofing
systems, including single -ply and
asphaltic.
High -Strength Aluminum Base
Made from high -strength cast aluminum,
the 7" wide, heavy-duty base delivers
superior uplift and lateral capacity
compared to any other product on the
market.
Compatible Roof Membranes
Formed membrane covers are matched
to major roofing brands to ensure a
tested, engineered system for TPO,
PVC, and KEE roofs. No additional
sealant required.
m
tigi.iv .....��,,;:G§'M 'C ..,.,,.,.W. ..._v _.v.:.,.,.,.u.,. ..:_ .L.._ ........::
Flashing Membrane Selection
Refer to table for selecting proper roof membrane. Contact support@ironridge.com for approved alternatives.
r
(with roof coating)
.:Chem Link .9":E-Curb:'
Follow a Roofer's
Recommendations
Structural Selection
Refer to table to see how regional conditions, tilt angle, and rail size impacts the span between attachments.
ist
250 '350 ;F� 550 Joist
Featurine _.
�
HOW TO USE THIS TABLE
.. 1. Determine the roof loading (live load, dead load and load duration factor) and find the appropriate section of the table.
2. If your slope is 6"/12" or less use the LOW slope column. If your slope is greater than 6"/12" through 12"/12" use the HIGH slope column.
3. Move down in the column until you equal or exceed the horizontal span of your application.
4. Move left in the row to identify the TJI®joist and on -center spacing.
E '° b 9 'i a.,' C'r't_
tsa t DESjGN i"4rD y41+
t1E fJk 11 /bLplm
PpF r
3 ';.
# 4�37JjPg*
L +�'jSOL °.
+. 2di`t, k" ODL iU MZ.
tiOLT.g3-"j 6
'.FgY0y1:1trr+`I�5AL-I "� s
+"i'SUL
=Me
n sl11 s'. :. I_
a2
w" .HIrId }77;+cx '
.Qw;l:::'
a z9,Ol
� G1
..�� .
20'-1 IT-1
..__W .:::..' _-sl��
19 -2 17 0 IT-3 17 -3'
T1'Y1Cv„Fi ._....-,.
18'_6" 16`-8'
17 -4' 15' 8 16'-4
...,
14 -10'
' I �?�' .5 21 -1 18 -10'
: 20'-1' 17 1b 20'-3 18 -1''
! 19 -5" 17 -6'
18 d P 16' S : 17'-2'
15'-7 '
24 P -2 21'-7
23A"
20 5
23'-2
20 9
22'-3 "
20 -0'
20' 10'
18'-10
19'-7"
IT-10 p-
nin8�1 25'-4 22 7
in
24 -2
21 5
24'-3
Zl'-9"
23 -4"
, 21' 0'
21 -10
19' 9
20'-8'
18 -9'
27 -3 24'-3'
25 11
23 -0"
26'-1
23 4"
25 -1"
22'-6"
23 5
21-'-2 :.
22'-2 p
20'-1
rli•ram 4 '2y 0- 31 -2 27 -10"
29 -9
26 4
29'-10
26 -9" :
28 -9"
25 ]0' "
26 -10
29'. 4
25'-4'
23'-1 '
e' - ii13dFh 29P -01125'-10
27 7
24 6'
27'-9'
24 10 11
26 -8"
24 -0'
24 -11 '
22 7
21'-5"
21 -5
a-- n' 31 1"
27 8'
Z9
26
`
ffili-Ii 7�
",Hn. s: 35 b"
3;1. -8.'
-7
33 -10
26 3'
30 0
29'-9
34'-0
-8:'
30 -6 ' -:
28 -7"
32 -9"
Z5'-9
29 -5
26 -9
30 7
24'-2
27 -8
24'-6'
28'-11
22` 11nmn
26 -3'
3"
28 _9'
30 9
27 -3'
30'-11
27 -8"
29 -8"
26 9'
25 A
25 -2
21'-5'
23'-4'
ii,32
. G t 34 6"30'-10'
32 -11 '
29 2'
33'-0
29'-L'
31 -9"
28'-7
29 -0'
26'-11 '
24'-6"
25'-6"
39'-5"
.35'-2' `
3T-7'
33 -4
37'-9
33'-10'dl
36'-4"
32 -8 !
34'-0
30'-9
32'-1'
29 -2
18 -11
J6 -10'
18 -0
15 11','
18'-1
16 -2 '.
17 -5"
15 -8
16 3
14:-8
15'-4'
13 -I I'
='fir �f1 19 10
J7'-8 P
18 11
16 9
19'-0
17 -0".
18 -3"
16 -5
IT -I
15'-5
16'-1'P
14 -8
22 9
t6�!
20 -3'
21 -8
19 2'
21'-9
19 6'
20 -11 "
18'-10
19 5'
17 :-8
16'-7'
16 -9
23 10"
21'-3
22' 8'
20 2
22'-10
20 -5'
21 -11"
19 -9
20 -6
18 -7
17'-10
17 -7'
r 25 7
22 1,10 :
29 4
21--7
24'-5 P
21 -11'
23'-6"
21 -2 P
22 -0
IV-11
20'-5"
1811
29 _4
26'-2'
27 -11
24'-9'
28'-0
25 2
26 -11"
24 3' .:
25 -2
22'-10
23'-10
21 -8.
24 -3 :
25 11
23 -0 I'.
26'-1
237-4
25'-1"
Z2 -6"
21 -1
21'-2" ".
1T-10'
19'-5"
27 3
29'-2"
33 5"
26'-0'
29 -9'
Z7 -9'
31 9
24 -8
28 -3' :'
ZT-11
31'-11 '
25 -0"
28 -8
26'-10"
30'-9"
24'-2,"
27 -8 :
24 1
28 -9
22A
26 -0'
20'-5"
27'-2"
21 -7"
24 -8„
1.S '� 30 4
27 -0'
28 -10
2$ -7'
29'-0
26 -0"
ZS -10"
25'-1
21 1 '
22 -10
17 P -10
19 -5
32 -5
28'-11
30 -11
27' 5
31'-0
27 -10 P
29 -6"
26'-10
24'-?
25 =3 :
20'-5"
22'-2
r - ' e0 F- "__- 37 -1 '
I nn a .. 6 a .. '
33' 1
35 -3'
3.1 -9
35'-5
31 9
34 -1"
30 -8
31 -11
28 -10 :
29'-6"
27 -5
-F + r. 17'6"
15 -7 :
16 -8
14 -9'
16'-9
15 -C)"
16 -1
14 -6
15 -0
13 -7
13'-3"
12 -11.".
_
�.
" 5
=3
IH n-1.0o
18 4"
16 -5
17 -6
15 6'
17'-7'
15 9'
16 -11
1,5'-2' -
15 -9'
14
14'-3"
13 7"
- s° ` ' s _ 21 -0'
3i Y` Iq n
a Ir if, t I 22 i
18 u9 ',
19'-8
20'-0'
21'0
" 17 9
18 8
20'-1
21'-1
18 -0 "
18-11"
19 -1
20'-3
17 -5
18'-3'
15 -8
16 10
ICA
IT-2
13 -3"
14-3"
14'-5
15-6'
"ol Kill. h 23 -8
21 -1
22NUN
-6
20 0 .....
22'-8
20 -4
21 -9
19 -7'
19 -3
18 -5
16 -3"
17 -6
T E a t . _.,1 27 -1'
24 -3
25 10
2Z 11
25'-11
23 -3'
24 11 '
22 -6
23 4
21'-1
22 -0"
20 -0'
22'-6' :
24'-1
24 -0
25 -8'
2J' 4
Z2 10"
23'-2
25'-10
21 7 ;
23'-2 "
20 -7
23'-7
20' 10
22'-4
16 -10
19 -3
18'-3
20 -10
14 -3"
16 -3"
15 6'
17 -9
25'-2"
,11� iLi" 27'-0
,t, i;
'f.�'iC' %m t
30
di , ar,�J'75 . M -11
27 -7'
29 5
26` 1
29'-7
26 -6'
28 5
25 -7'
26 7
24`-1 -
23 -7"
22'-6
p
28 -1
25 -1
25 -3
23 9'
23'd
24 -1 '
20 -7
22' 2'
16 -10
18 -3
14 -3"
15 -6'
30 -0
—n +1'':"
26 -10
28 -7
25 -5
26'-6
25 -9
23 -7
Z4'-10
19 3
20 -10
16 -3"
17 -9
1 y_..._:"� �
a"I 34 -4
30 -7'
32' 8
29 -0"
32'-10
29 -5
31 7
28 -5'
27 -11
26'-2
23 -7"
22 -6.
GENERAL NOTES
Table is based on:
• Uniformly loaded joists.
• Roof surface slope of 1/4" in 12" minimum.
• Total loadjoist deflection limit of L/180.
• Live load joist deflection limitof L/240.
• Horizontal clear distance between supports.
• Support beam or wall at high end is required (ridge board
applications do not provide adequate support).
• Most restrictive of simple or multiple span.
• Increase for repetitive member use has been included.
WEB STIFFENER REQUIREMENTS
• Spans shown assume no web stiffeners at intermediate bearings.
• Required if the sides of the hanger do not laterally support the TJI®joist
top flange or per footnotes on pages 20 and 21.
• TJI®/Pro" 150, 250 and 350joists: Required at all sloped hanger and
birdsmouth cut locations.
• TJI®/Pro"" 550joists: Required at all hanger and birdsmouth cut locations.
e6
.Extra
Heavy Duty Roofing Fastener
PRODUCT DESCRIPTION
Therefore, it is recommended `that a
The
OMG Extra Heavy Duty Roofing Fastener
fastener pull test be conducted to help
(#15)
is specialized, high performance fas
evaluate deck condition and fastener
tener designed to secure roofing materials to
suitability. Call OMG to schedule testing
USE
WITH
certain light gauge steel (20 GA [0.95 mml
Note:. Care must be taken not to
and lighter),
O.S.B., plywood or aluminum*
overdrive the fastener. Fastener must
roof decks
It is available in lengths from
be tight enough so that the plate doesn't
2-to 16-in. (50 to 405 mm) and is Factory
turn. For
best results, use a variable speed
Mutual and Miami Dade approved.
0 2500
RPM screw gun
FEATURES & BENEFITS
To speed installation, this fastener can
DECK
TYPES
• Oversized heavy shank and thread
be used with the AccuTrac®System.
diameters for enhanced pullout
PHYSICAL DATAt
resistance in light
9
gauge steel and
g 9
COATING
The data below is constant for each OMG Extra Heavy
aluminum roof decks
OMG ,CR 10 corrosion resistant' coating
Duty Hoofing Fastener.
• Deep buttress threads further increase'
passes the corrosion requirements of FM
pullout and backout resistance.
Approval Standard 4470 and ETAG 006
'.
#3 Phillips '.
265 (6.73 min) Diameter
• Miniature drill point penetrates decks
PLATES & ACCESSORIES
Truss Head**
quickly and contributes to exceptional
A variety of plates are available Contact
.435 (11.04 mm)
.202l513 mm) Diameter
resistance to back out as well as pullout.
p
OMG to determine the appropriate plate
Diameter
r .
APPLICATION
for your application
CR-10
For steel and aluminum* decks, 3/4in (20 ,
To speed installation, this fastener can be
#3 Phillips bit included in Bachbucket/carton.
mm) penetration is the minimum allowable
used with the AccuTrac® System and is also
Factory Mutual requires that fasteners
available preassembled..
ORDERING
INFORMATION
penetrate the top flute
ra q' I'Y
I
APPROVALS'
'
For OSB and plywood,* %a in. (20 mm)
�
XHDo02B
11
2 (50)
Full 1000
20 (8.08)
penetration through the underside of the
� FM • commaXH
DO(03B-,
3 (75)
Full 1000
4 2e (13.16)
board is the minimum allowable Forwootl
pPPROVa
XHD004B
4(100)
3(76) 1ODD
38(17.25)
deck (wood beams, wood plank, tongue &.
Factory Mutual listings refer to
-X HDDoSB
5(125)
411021,) '500
24(10.8e)
groove), 1 in. (25mm) embedment is the
this product
as OMG XHD Screw,
XHDO06B
XHD607B
6 (150)
7 075)
4 (102)
4 (tDz)
500
500
28(12.71)
34 (15.44)
minimum allowable.
OMG XHD Fastening System, #15
XHDD08B
8(200) 4(102)' 500
,
38(17.25)
Using a screw gun, drive the fastener until
RoofOrip, and #15 SPM Screw.
ARON
9(230),
( 4(1,02) ;I
; 506'
'42 (f8.07)
a slight depression is seen in the insulation
XHDDiDB
10 (255)
4 002)
500
47(21.33)
and the plate On rigid cover boards, care
*FM does not recognize OSB, plywood or
lle
a (280)
4 (102
500
52(2361)
must be taken not to strip the deck,
aluminum deck types
126
12 (305)
4(102)
500
56(2542)
LXHt4 �
4(102)',
250
32(14.52)The
strength of different roof decks can
16
,�1fiHi
161405) I 4 (102)
250
38 (17.25)
vary widely and can be adversely affected
B =Bucket
by moisture and other conditions.
Other sizes available up to 24-in. (610 mm).
Call for details.>
tAll sizes we nominal
KEY.
steel' Structural Concrete
Wood U3 Lightweight Concrete
Gypsum Lightweight Insulating Concrete
IR Purlins 0 Cementihous Wood Fiber'.
®Aluminum
, .Extra Heavy
Duty Roofing Fastener
SPECIFICATION
Using a screw gun, drive the fastener until a
EXTRAHEAVY' DUTY'
The fastener will be an OMG Extra Heavy Duty
slight depression is seen in the insulation and
ROOFING FASTENER LENGTH —
Roofing Fastener (#15) with a thread diameter
the plate. On rigid cover boards, care must be
SELECTION PROCEDURE
of .265-m (6.73'mmu. The fastener must have
taken not to strip the deck,
1 If applicable, determine the thickness of
13 threads per inch and a drill point Also, the
The strength of different roof decks can vary
the existing roofing material.
fastener must be heattreated per specification
widely and can be adversely affected by
2 Add thickness of new insulation'
OMG 1. The OMG Extra Heavy Duty Roofing
moisture and other conditions Therefore, it
3. For steel and aluminum: Add 3/ in.
Fastener will be used with a Factory Mutual
approved, OMG round pressure plate or
is recommended that a fastener pull test be
(20 mm) minimum' fastener penetration
pressure bar.
conducted to help evaluate deck condition
4 For OSB and plywood, add /a in. (20 mm)
and fastener suitability. Call OMG to schedule
minimum fastener penetration
COATING REQUIREMENT
testing
15 For wood plank (beam, tongue and
The fastener will be coated with the OMG
Note: Care must be taken not to overdrive
groove), add 1 in (25 cam) embedment
CR-10 corrosion resistant coating which
the fastener., Fastener must be tight enough
6. If odd size requirement, always size up in
passes the corrosion requirements of FM
so that the plate doesn't turn. For best results,
length; not down. See example
Approval Standard 4470
use a variable speed 0-2500 RPM screw gun
and':ETAG 006
To speed installation, this fastener can be
Example:
APPLICATION
used with the AccuTrac" System.
Existing Roofing I 3 (75mm)
For steel and aluminum* decks, 3/a m (20 mm)
Cover Board I (13 min)
penetration is the minimum allowable. Factory
Min Penetration 1/a (20 cam),
Mutual requires that fasteners penetrate the
Total Fastening 4'/a (108mm)
top flute.
Correct Length 5 (127 cam)
For OISE and plywood*, M-in. (20 mm) penetra-
The proper #15'..Extra Heavy Duty Footing Fastegerfor
tion through the underside of the board is the
this project is 6 in. 027 card)
minimum allowable Forwood deck (wood
beams, wood plank, tongue &groove), 1-in. (25
FM does not recognize OSB, plywpod 0r
s the minimum allowable aluminum deck types.
Superior productivity.
ROOFING PRODOCT� Superior performance.
153 BOWLES ROAD, AGAWAM, MA 01001 USA 3
800-633.3800 413-789-0252 OMGROOFING.COM
Accdprrecm and ASAP- are registered trademarks ofOMG, Inc Copyright ©2g1g OMG,Inc.All rights reserved
® ®
ft AW
APPLIED
ENE3.1NEERIN.G C❑NSU.LTANTS, INC.
ENGINEERING CALCULATIONS
FOR
ISTWANS RESIDENCE ROOFTOP SOLAR
CALCULATIONS FOR ANCHORAGE OF BESS
1107 DOLPHIN TERRACE, NEWPORT BEACH, CA
Date: 412122
Client: ES Energy Solutions
AEC Project Engineer: RHA
AEC Project No.: 2022-DS002a
ProjectDescription........................................................................................................ T1
Calculations....................................................................................................................1
AppendixA: Computer Ca/cs........................................................... ............................. A 1
Appendix 8: Supporting Information..............................................................................81
4/2/2022, 9:23:32 AM
10360 Carey Dr, Grass Valley, CA 95945 9 Phone: 530-838-5358
2x P i JOB ISTWAN SOLAR BESS
AED
BM61MEEflthA CONSULTANTS, INN, JOB NO. 2022-DS002 DATE
CLIENT DS Energy ➢i� RHA snrET NO. Tl
Proieet Description:
Client is installing two Fortress 18.5 kWh battery storage systems at this site. The batteries will be
installed inside; therefore, there will be no wind loading on them. The Fortress units are secured at their
top only and the bottoms sit on the slab with rubber feet. The anchors at the top will resist any overturning.
The coefficient of static friction for rubber feet on dry concrete ranges from 0.6 to 0.85 (use 0.6).
Building Codes Used:
2019 CBC / 2018 IBC, ASCE 7-16, ACI 318-14
Wind Loading: NO WIND (mounted indoors)
Seismic Loading: Ip = 1.0
Design Category D, ap = 1, Rp = 2.5, 0 = 2
Site: Sds = 1.095
OUTDOOR GROUND MOUNTED EQUIPMENT
Battery Storage Container & PCS
EQUIPMENT PROPERTIES
Weight(Wp)
:..:..._.,,520ilb
Width(W)-
20in
Depth(D)
=2Qin
Min. distance, bolt to opposite face (N)
.. 20!.. in
Min. distance, center of gravity (D') -
„'., 10'. in
Height(H)
v
-42i in
H, (Assume COG at 2/3 H)=
«m
H/D =
2.08
Anchor brackets (n)
4`7
WIND DEMANDS PER ASCE 7-10
V=111A Wmph
K,
K„
L
Ka
oi9'
qz=0.00256K,K„KaVz
0.0 psf
G .._?_t....._�.85.1
Cr =
1.32
Fw = q,GCfWH/144 =
0 lb
SEISMIC DEMANDS PER ASCE 7-10
Sos= 9
ap= 11
RP= 25
z/h- ujQOi
Fpi, = 0.4apSosWp(1+2z/h)/(Rp/lp) =
Fph,n, . = 1.6*Sos*Ip* Wp =
Fph,.[m = 0.3*Sos*lp* Wp =
Fph,,pMrdlmg =
LOAD RESISTANCE
Check friction at base:
Determine force at top to resist overturnine:
OTM
RM
Force in screws to resist net moment (with R)
Assuming 1/2 lateral load goes to screws
91 lb
911 It,
171 lb
171 lb
312 Ibs
Figure 26.5-1A
Table 26.10-1; Exposure C, h < 15 ft
Section 26.8.2
Table 26.6-1
Equation 29.3-1
Section 26.9.1
Figure 29.4-1
Equation 29.3-1
Design Short Acceleration per Equation 11.4.3
Component Amplification Factor per Table 13.6-1
Component Response Modification Factor per Table 13.6-1
Ground -Mounted
Importance Factor per Section 13.1.3
Omega Factor per Table 13.6-1
Equation 13.3-1
Equation 13.3-2
Equation 13.3-3
The base friction is greater than the entire seismic lateral load.
400 ft-Ibs
396 ft-Ibs
3 Ibs Unfactored load
62 Ibs ASD level load (this includes the load from overturning)
Run 1 horizontal P1000 Unistrut behind both batteries. This crosses a min of 3 studs. Use (3) 412 x 3" screws to secure the strut to the
studs (2" embed). Tension and shear capacity of each screw per NDS: Ta (Ibs) = 492.8 Va (Ibs) = 259.2
USe P1000strut horizontal behind batteries at top:: Attach to three studs with 412 k 3 .wood screws...
Unistrut Framework All values are taken from the Unistrut General Engineering Catalog.
Make all connections using L brackets with 3/8" bolts into spring nuts.
Capacity of spring nut connection: Ta (Ibs) = 1000 Va (Ibs) = 800 (shear capacity is the slip resistance)
Use P1026 angle bracket: Max load (Ibs) = 650
Check 131000 beam at battery:
The strut length from support to suppor is max 2.5'. At a span of 3', the strut can carry a point load of 565 lbs.
All strut and connections as shown on Sheet PVd 2 are more than capablfi of carrying the loads imposed from seismic loading