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PV2022-025 - Calcs
FV2022-02'6 ftARF3LIED I10�� P1n i h Ter. 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