The URL can be used to link to this page

Home My WebLink About825 N Parkcenter Dr - PlanBldg# 101118224 Elec# 20182072 APPROVALS: PLNG - PRaj BLDG - JLo ELEC - MSmith 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 Digitally sealed by RJM on Date: Job #: 1/15/24 Structural Analysis Report For Photovoltaic System Addition to Existing Structure At 825 N Parkcenter Dr Santa Ana, CA 92705 1/15/24 Designed in Accordance with CBC 2022, ASCE 7-16 23-17006 E.O.R.: Ryan McPherson, P.E. 9240 Limonite Ave Jurupa Valley, CA 92509 Mobile: (909) 566-0066 Email: SE@mcpe.group 1/15/2024 2:30 PM 1 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Project Info 3 Gravity Loads 4 Lateral Loads 5 Wind Uplift Design 6 Summary 7 Table Of Contents *Note: This engineering report is limited to the information presented to Engineer via plans, site information, photos, and written correspondence as provided by Client. On-site structural observations and verification of site conditions are not included herein. Engineering for manufactured products such as photovoltaic modules or racking systems is excluded from this report. Please refer to the manufacturer's specifications, certifications, and pre-engineered packages for product engineering. Installations of solar modules and related equipment must be performed in accordance with manufacturer recommendations, local codes, local regulations, industry best practices, and applicable safety standards. Owner and/or Contractor shall notify Engineer should any damage, deterioration, or descrepancies between current condition of the structure or otherwise as this letter describes before proceding with construction. This letter applies only to regions of the structure where solar modules will be supported and the supporting elements. 1/15/2024 2:30 PM 2 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Location: 825 N Parkcenter Dr Santa Ana, CA 92705 Existing Structure Info: Number of Stories =1 Aroof =14000 sq. ft.Roof Square Footage A3rd_flr =0 sq. ft.Third Floor Square Footage (if applicable) A2nd_flr =0 sq. ft.Second Floor Square Footage (if applicable) L=450 ft.Length of walls Site Properties: Lattitude = Longitude = Ss = 1.294 S1 = 0.461 Exposure Category =C Ult. Wind Speed =110 m.p.h. P.V. Array Info: Model =TALESUN 7D7G72M 540 Height of Panel =90.00 in. Width of Panel =44.60 in. Area of Panel = 27.9 ft.2 Number of New Panels =180 Number of Exis. Panels =0 Total Area of Array = 5017.5 ft.2 Spacing of Anchors =8.0 ft. max. on center rows of racks per panel =2 Panel Tilt =0-7 deg Project Info 33.752562 -117.836317 1/15/2024 2:30 PM 3 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Existing Loads: Roof Design Loads: Roofing = 4.0 p.s.f.Rolled Composition roofing Sheathing =1.5 p.s.f.1/2" Plywood Framing =1.5 p.s.f.2x4 Rafters Misc =1.0 p.s.f. DLr1 =8.0 p.s.f.Roofing Dead Load (applied to top of rafters/trusses only) Ceiling =2.0 p.s.f.Drywall and framing DLr2 =10.0 p.s.f.Total Existing Roof Dead Load LLr = 20.0 p.s.f.Roof Live Load (Per C.B.C, Table 1607.1) SL = 0.0 p.s.f.Snow Load Floor Design Loads: (if applicable) Flooring =10.0 p.s.f.Weight of floor finish Sheathing = 2.2 p.s.f.3/4" plywood Framing =2.0 p.s.f.2x framing or manufactured floor truss Interior Partitions =15.0 p.s.f.2x framed walls with drywall finish each side Ceiling =5.0 p.s.f.Drywall ceiling finish below Misc. = 0.8 p.s.f. DLf = 35.0 p.s.f.Total Existing Floor Dead Load Proposed Loads: Panels =3.0 p.s.f.weight of panels including rack system DLr1_proposed =11.0 p.s.f.Proposed Roof Dead Load (applied to top only) DLr2_proposed =13.0 p.s.f.Total Proposed Roof Dead Load LLr_proposed = 0.0 p.s.f. Check Proposed Gravity Loads: Total Existing Roof Load Wex = (DLr1 + LLr) (Aroof) =392.0 kips Total Proposed Roof Load Wprop = (DLr1 + LLr) (Aroof - Aarray) + (DLr1_proposed + LLr_proposed) (Aarray) =306.9 kips Proposed Load Demand Gravity Loads Roof Live Loads need not be applied to the area covered with by PV panel where the clear space between the panels and the roof sureface is 24in or less, 1607.13.5.1 item 1 Exception Wprop - Wex =-21.70% TOTAL DECREASE IN GRAVITY LOADS, PANELS OK! Wex 1/15/2024 2:30 PM 4 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Seismic Design Parameters Risk Category =2 Per Table 1-5-1 R =6.5 Response Modification Factor (Table 12-2.1) Site Class = D Per 11.4.2 Ie =1 Seismic Importance Factor (Table 1.5-2) Ss =1.29 Short Period P.G.A. S1 =0.46 1-Sec Period P.G.A. S.D.C. =D Seismic Design Category Per 11.6 Fa =1.20 Site Coefficient per Table 11.4-1 ASCE 7-16 Supplement #1 Tables used for Fa and Fv Fv =1.70 Site Coefficient per Table 11.4-2 (note: section 11.4.8 Exception #2 calc used) SMS = SDS Fa =1.55 Short Period M.C.E. Per Eq. 11.4-1 SM1 = SD1 Fv =0.78 1-Sec Period M.C.E. Per Eq. 11.4-2 SDS = 2/3 (SMS) =1.04 Short Period Design Parameter Per Eq 11.4-3 SD1 = 2/3 (SM1) =0.52 1-Sec Period Design Parameter Per Eq 11.4-4 Approximate Fundamental Period (Per 12.8.2.1) per Eq. 12.8-7 hn = 15 ft Ct =0.02 (per table 12.8-2) x = 0.75 (per table 12.8-2) T =0.15 sec Approximate Fundamental Period TL =8 sec Long-Period Transition Period per Figure 22-12 Seismic Response Coefficient (Per 12.8.1.1) CS = (SDS Ie)/R = 0.16 Seismic Response Coefficient Per Eq. 12.8-2 Cs1 = 1.5*(SD1 Ie)/R T = 0.79 Max. Seismic Response Coefficient Per Eq. 12.8-3 if T ≤ TL Cs2 =0.01 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs2 = 0.044 SDS Ie =0.05 Min. Seismic Response Coefficient Per Eq. 12.8-5 Cs3 = 0.5 S1 Ie/R =0.04 Min. Seismic Response Coefficient Per Eq. 12.8-6 if S 1 ≥ 0.6g CS =0.16 Design Seismic Coefficient Check Additional Base Shear Wexisting =190.6 kips Weight of Existing Structure Wpanels =15.3 kips Weight of Proposed Panels Vexisting = Cs Wexisting =30.4 kips Roof Level Shear of Existing Structure Vpanels = Cs W panels =2.4 kips Additional Roof Level Shear of Proposed Panels Vpanels Vexisting Lateral Loads T = Ct (hn)x = 8.02% < 10%PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OK! 1/15/2024 2:30 PM 5 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Rooftop Solar Panels Wind Pressures (Section 29.4, ASCE 7-16) Vult =110 mph Kzt =1.00 (sec 26.8.2)h = 15 ft Exposure Category = C Kz = 0.85 (sec 26.10.1) Roof Zone = 2 Kd =0.85 (sec 26.6) Roof θ = 0-7 deg Ke =1.00 (sec 26.9) qh = 0.00256 Kz Kzt Kd Ke V2 qh =22.38 (eq. 26.10-1) GPp =-2 uplift γE =1.5 (sec 29.4.4) γa =0.61 (fig 29.4-8) γE =1.5 FIG 29.4-7)γc =1.05 (fig 29.4-7)hpt =0 γa =0.61 (fig 29.4-8)γp =0.9 (fig 29.4-7)ω =10.00 deg (panel tilt) GPp =-2 uplift GCrm =2 uplift p = qh (GPp) γE γa (eq 29.4-7)p = qh (GCrn) γE γC γp (eq 29.4-6) p =-40.9 p.s.f.p =63.4 p.s.f. Check Anchorage to Existing Structure 0.6DL - 0.6W controlling load combination (eq. 16-15 for ASD) DL =3.0 p.s.f.dead load of panel (inlcuding rack system) W = 63.4 p.s.f.wind load normal to face of panel Arealag =30.0 sq. ft.area tributary to each anchor SPanc =8.0 ft.spacing of anchors Puplift = Arealag (0.6DL - 0.6W) =1087.2 lbs total uplift on anchor Material =DFL lumber anchor material Dialag =5/16 in.diameter of screw Penlag =2.5 in.min. penetration to existing framing W lag =266 lb/in.withdrawal load per in. of penetration per NDS Table 11.2A CD =1.6 load duration factor for wind per NDS Table 2.3.2 Ct = 0.8 temperature factor per NDS Table 2.3.3 Noscrews =2 number of screws in withdrawal Pallow = Penlag (Wlag CD Ct) * Noscrews =1702.4 lbs total allowable withrawal on anchor Puplift Pallow Anchorage =USE (2) 5/16IN. DIA. LAG SCREW(S) AT 8FT. MAX. O.C. W/ 2.5IN. MIN. PENETRATION Wind Uplift Anchorage Flush Mounted Panels - ASCE Section 29.4.4 (where applicable) Flat Roof Panels - ASCE Section 29.4.3 (where applicable) =0.64 < 1.00 Anchor is OK! 1/15/2024 2:30 PM 6 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 By:F.V. Date:1/15/24 Gravity Loads: DEMAND DECREASED BY 21.7% = OK! Lateral Loads: DEMAND INCREASED BY 8.02% < 10% = OK! Anchorage: DEMAND OF 1087.2LB. < CAPACITY OF 1702.4LB. = OK! USE (2) 5/16IN. DIA. LAG SCREW(S) AT 8FT. MAX. O.C. W/ 2.5IN. MIN. PENETRATION Summary: STRUCTURE IS ADEQUATE FOR THE PROPOSED PV ARRAY ANCHORS ON EAVES/OVERHANGS ARE OK! Summary 1/15/2024 2:30 PM 7 of 7 ©McPherson Engineering 825 N Parkcenter Dr - 101118224 & 201820725/31/2024 ! " #! $$!%&'!! ()*+,-./+01234+5+6789:*+,;<=1234 >?@! A!@ !! BC@! D $ !!E!!D% F!G!!@ ;<=123+H13IJ3K2=L1+G!!@ MNOPQORSTUNVSOOSTWX Y98Z:* [! : \]-: )7 ^7 ZY* -77* # ! ! D _!E !! ! ! @ `ab+c-)-:+5+`ab+c-d^7+5+e;+c-d^7+ `fg+Z77-h+)7-:+ij2k</0+l2=2m1K1=/+f0./1K `fg+-977-h+)7-:+a=n<3J=K=/+l2=2m1K1=/+f0./1K `fg+9:77-h+)7-Y+gLLjo2/<J=2k+p12k/q+2=r+f2I1/0+ l2=2m1K1=/+f0./1K.s t uvtw wwt x<I2L<2k+Hayb+L1kk+/1Lq=JkJm0z+ :*{):*+KJ31+0<1kr+r1o1=r.+J=+r<II131=/+LJ=r</<J=. N| S wMs}~vv )+/<K1.+JI+<=rj./30+./2=r23r+€=/<{H` +/1./+‚0+ƒe„+fe Vwtv~~w w …J+†2/13{o13K12‚<k</0+2=r+q<mq+†123{31.<./2=L1z+ L2=+‚1+†<r1k0+j.1r+<=+q<mq{qjK<rz+†<=r0+2=r+rj./0+2312 sM‡ˆ‰ w Š| p<mq+†2/13o3JJI+k1n1k ƒ d‹d)l ŒŒ :^7+{+::7 ‚<I2L<2k+rj2k+mk2.. -7xx+q2kI{Lj/+KJ=J+o13L ŽNXPNSW ON X WNR—MOQ} UWUNOWsPsUSWN !"#$% !"#$& !"#$ !"#$ !"#$ '( ) * +,-." ! +/$0123454367489$69:$;2<$5267=>20$?@ABCD?$49$/C@$?@/$E6<$?FC$@C/G$69:$6>2$987$HBI?J$,H$78$89K849K$CIIFCIL$MN,$I/IA#IL$OHP/H$Q6R20=9$S8R6>$ QA/IC@$JL$T?J$B@BF@$/$BC/$78$E6;2$69<$6:U=07E297$78$/$4958>E67489$?@ABCD?$/BCI$67$69<$74E2$VC/H$ICAJ$WR2602$6RX6<0$DCI$/$E807$>23297$FB@CI$85$/ ?@/V/CA/@/D?HGCIABYB?CI/DCI?CIAIBA#?DG/YBC@FBICIBI@ACI@B?/YHBA/@I?@Z/YB?HA@?@ABCD?/BCIJ %[\ ]^]_`a^'`b]_]`c dBZB#IAO+dVB+BIA efg .hC#H#dVBd#h"! iYBCI#YY" j12>6749K$k=>>297$lmE11nop iYIqCBAHC3" O/BqCBAHCHBBIr@A"s .?H[ZZCACIAGt#g dBZB#IA\.i+ .hC#H#dVBd#h"! iYBCI#YY" j12>6749K$k=>>297$lmE11nop iYIqCBAHC3" O/BqCBAHCHBBIr@A"s [ABCAA/BABC@7CA@VC/?CZZBIBB@C?YVBCIBZB !ZBI d#hCI O+urBB?CIA !"#L+#YBHBLsCB.@@s.J \.i+urBB?CIA% !"#Ls#DCI+#YBH LsCB.@@s.JL!CI?OY?#"@ d#h"! #YY" mE11no A" m03no .IABG@CI vEE &w JxD@J %ww##%yJy&wJ&wJ%CIA/@ +zu##$ J &CIA/@ "zTus!- a{|}`|]b]~a^c']a€a_a k2RR$Q<12 ,C#I@CI@ k2RR$o>>69K2E297 !C/ .?H,C#I@CI@ DB@@OACIOCP ‚>897$ƒR600 „63;$ƒR600 \JZ…GY@@,C?@ W63;49K$k8954K=>67489$lp ‚>6E2 † J ## J %CIA/@ sMCIO#Cq#YB?-@@ J ## J %CIA/@ -P?O#Cq#YB?-@@ YA@"ABIL& YA@" /‡ W63;49K$k8954K=>67489$l58>zOs YA@"ABIL%YA@" /‡ o98:4ˆ2:$oR=E494=E$oRR8< ‰HIACI…h mW ']`_aŠ ‹a_a c _]~a^‹`*aŠc .hC#HIOG@# j12>6749K$Q2E12>67=>2 .hC#HIOBC@ŒH@ OCAT?CI I?HACFCG-BHI? S6527<$kR600 204076932 k8992378> „63;04:2$j=71=7$ 6748v ",r[ q Žef% s OIVT?CIu d"!CI?T?CIu d J mm ‘ . + "T‰’qqO“".".q[i g”g +#YBHBZZCACId#h +#YBHBZZCACIA Q2E12>67=>2$k8255434297$m03 \.i+ q Jg" q J&g" f J %g" ” _]b']`_}`] ]€€aa]_ dBBC ##"TI?@AY ##"H@#CP?DTI/ g g g g g % & † † J J J J J J J J J &J yJ yJ yJ yJ yJ J J y J% &J& J J J% yJ J J J% Jy yJ& Jy J& J& Jy yJ& J%& J% Jy& J yJy J J y %J& J &J J & y% %J J &J J %J% J& &J J yJ J J J% J% J yJ& Jy J & yJ J &J% J 825 N Parkcenter Dr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`EOE9FSE;ab_;RF<C<=EFM;DGN9=>;U=@8>89=9F;NFSG9F;M8=A?GE8E;=?M;9NGH<>FE:GG98?AY; W:F;?FR;VWX;8E;AN8M;8?9FN=@98ZF;9:NGHA:;89E;cF=@98ZF;`GRFN;LG?9NG>;dc`Le;UF=9HNFI;MFE8A?FM;9G;<F99FN;S=?=AF; D:G9GZG>9=8@;DGRFN;ED8TFE;8?;9:F;AN8MY;_9;fgYhi;DF=T;FUU8@8F?@O;=?M;8SDNGZFM;NF>8=<8>89OI;9:F;VWX;8E;=;A=SF;@:=?AFN; UGN;@GSSFN@8=>;EG>=NY jF=M8?A;9:F;k?MHE9NO;8? 3 "&3 5 l;KFE8A?FM;UGN;BCD:=EF;AN8M;@G??F@98G?;dXmno;GN; Jnmoe l;p8?A>F;H?89;@G??F@9E;9G;J;SGMH>FEI;X;b``WEI;SGC MH>FC>FZF>;KL;ZG>9=AF l;b=[8SHS;@G?98?HGHE;_L;GH9DH9;DGRFN;q^Xno_;r; XmnoI;qnmmo_;r;Jnmo l;a?A8?FFNFM;9G;:=N?FEE;9GM=OsE;:8A:C@=D=@89O;`o; SGMH>FE;db=[8SHS;8?DH9;@HNNF?9;Xm_e l;k?9FAN=9FM;E=UF9O;DNG9F@98G?;NF>=O l;_MtHE9=<>F;DGRFN;U=@9GN l;Q=>=?@8?A;BCD:=EF;GH9DH9 l;LGSD=98<>F;R89:;<G9:;u;=?M;v;BCD:=EF;AN8M &%)!3#$%& 5 " XmXX]qm]qq;cFZq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`S&A"&>6BO&`S&.:B=&`1&A"&>;7&`1&2 /A"-34 &0 #9 -3A*- &3$4 :B=&`S&A"&>6L7&`S&.:B=&`1&A"&>L7&`1&2 T@# $H@"$H&.8&E&[&E&T2&6Ba&b&OR7a&b&6RLa&.57O##&c&DBD##&c&B;##2 8 @4IA 65&+QH&.;?42 T1&1"$$ !A"-&0Z9 /Ad*Q+@&)1B&'(:GT^'B:/DeGT/'B:/D 1""+@$4 M3A*-3+&1"$f !A@"$&:&M"&S3$H g$!+"H*- &g$f@-"$# $A3+&3A@$4 0Z9 &; hij ' 3?&gk!@ $!Z O;R7l 1g1&gk!@ $!Z&O;l O7R7l M"#@$3+&)''0&gk!@ $!Z OOR7l M@4IA&'", -&1"$H*#9A@"$L=#8 D==#8 m 1"##*$@!3A@"$&.F$f -A -&0"&g1]2.B2 g$!-Z9A %&n@4^ FH"+3A@"$&T H@4$[@4I&S- Y* $!Z&0-3$HX"-# -HW&_3+f3$@!3++Z&FH"+3A % g$ -4Z&)3$34 # $A g$ -4Z&)3$34 # $A&G$3+ZH@H&.g)G2&HZHA # 83--3$AZ.72 6=&o 3-H&/A3$%3-%&p&D7&o 3-H&C9A@"$3+ q /3X AZW&g)1&e&_-@%&1"#9+@3$! H ]U6<B6p&1/G&1DDRD&M"R&6=<R6:6;p1G&*+ &D6&.]U&6<B6&/G2p& S11&'3-A67p&F1g/:==5p&Fggg67B<p& Mg1D=6BeMg1D=6<eMg1D=D=& / !A@"$&;O=R66&T1&G-!:S3*+A&!@-!*@A&'-"A !A@"$p& Mg1D=6BeMg1D=6<eMg1D=D=&/ !A@"$&;O=R6D&39@%& /I*A%",$&"X&'(&HZHA #H&"$&^*@+%@$4H K jq L<=6&MR&)"93!&gE9ZW&/A &6;=W&G*HA@$W&0c&<L<7O&r&G'HZHA #HR!"# stuvwxyz{|}~x}€| ‚ƒ„…‚†‡‚{ˆ‰~…|{ ‚~ˆ|{~Š‚~‚‹€‚{Œ‚Œ~Š‚‰x{Œ~{xyz{|}~z„~…‚†‡z…‚Œ~Š‰~€ ‚~‡€z}z€‰Ž~~~ s uv zyz€‘~y|‰~|…‰Ž~’‚„‚…~€x~}xˆ|}~…‚†‡z…‚y‚{€‘~€x~Œ‚„z{‚~€ ‚~{‡yŠ‚…~x„~yzˆ…xz{‚…€‚…‘~“‚…~Š…|{ˆ ~ z{~‰x‡…~|…‚|Ž~ s”uv• ‚~z{‚…€‚…~y|‰~‚{€‚…~€x~“x–‚…~Œ‚— …|Œ‚~yxŒ‚~‡{Œ‚…~“xx…~‚{€z}|€zx{~|{Œ~ ‚|€~Œz‘‘z“|€zx{~ z{‘€|}}|€zx{~‚{z…x{y‚{€Ž~ s˜u~’‚ˆxyy‚{Œ~{x~yx…‚~€ |{~™š~z{‚…€‚…‘~…‚ z‘€‚…~€x~x{‚~›œš~„x…~‘€|Š}‚~ˆxyy‡{zˆ|€zx{Ž~ sžuv•x~Š‚~‚}z zŠ}‚~„x…~€ ‚~–|……|{€‰Ÿ~ ¡‘‰‘€‚y‘~yzˆ…xz{‚…€‚…‘~{‚‚Œ~€x~Š‚~yx{z€x…‚Œ~z|~€ ‚~›¢ ~“x…€|}Ž~¡}‚|‘‚~…‚„‚…~€x~x‡…~–|……|{€‰~•£œ‘~||z}|Š}‚~x{~‡‘|Ž ¡‘‰‘€‚y‘ŽˆxyŽ ¤&G++&@4IAH& H -f % ¥“‚ˆz„zˆ|€zx{‘~‘‡Š¦‚ˆ€~€x~ˆ |{ ‚~–z€ x‡€~{x€zˆ‚~“}‚|‘‚~‚{‘‡…‚~‰x‡~ |…‚~‡‘z{ ~€ ‚~yx‘€~…‚ˆ‚{€~‡“Œ|€‚~„x‡{Œ~|€~‡‘|Ž ¡‘‰‘€‚y‘Žˆxy~x…~ ˆ|{|Œ|Ž ¡‘‰‘€‚y‘Žˆxy ]/GN13$3%3 §¨ ©¨§ ) AH& AI & HA3$%3-%& - Y*@- # $AH&X"-&T@HA-@Q*A %& g$ -4Z& H"*-! H&.]U&6<B62& 3$%&@% $A@ª %&,@AI&AI &1/G& U@HA %&)3-? 825 N Parkcenter Dr - 101118224 & 201820725/31/2024