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HomeMy WebLinkAbout20171442 - PermitCity of Santa Ana 20 civic center Plaza (M-19), santa Ana, cAg27o2 Electrical Permit Counter; (714) 647-5800 lnspection Requests: (714],667-2738 lnspector Section: (714) 647-5853 R{ Permit #: 20171442 Pin #: 4o223 Proj ect Address: 1901 E Dver Rd Unit Block Bldg: B Tract: Address Range: Historic: No Suite Range: ZoningAssessor'sParcel: 430-221.26 Lot Owner; Address Alliance Residential 450 Newport center Dr Newport Beach, CA 92660 (949) 706-8460 Broadstone Archive 01 116002 51603 01 1 16002 51600 01 116002 51603 01116002 57770 Fee Type Signs & Neon General Plan Update lssuance Microfllm Records Amount 80.95 23 79 59.30 4.05 Qt)' 100 100 100 1.00 Fr:e $80.95 $59.30 $4.05 Phone Tenant Name: Contractor Address: Trademark Visual lnc 3825 S 36rh Sr Phoenix, AZ 85040 (602) 272-s0ss State Lic #: 1001366 Lic Type. C-45 Bus. Lic #: 375457 Workers' Compensation lnsurance:Carrier: WCF Nat'l lns Co Policy #: 4016171 Expires: 0610112021 Building Use: Job Type: Nature of Work Multi-Family (5 or more uni Occupancy: Signs Constr TYPe Bollard sign Code: N/A N/A cEc 2019 Notes Electrical for bollard "Parking" sign. No building permit required. Planning Conditions: Planning Approval By Dale Date Date lvlisc. Receipt: LIisc. Receipt: l,risc. Receipl: Total Plan Checked By Permit Issued By Sub,ect to Field. Building Permit # Amsden, Julie 07 to112020 07106t2020 Account# msden. Julre Every pernit issued shall become invalid unless lhe work on the s/e aulho.ized by such petmit is commenced within360 days aftet ils issuance or il lhe work authoized on lhe sile by such pemit is suspended ot abancloned fot a peiod of360 days after the lime the work is commenced. $168.09 $0.00 s168.09 lnspector MID#: 2020-159558 01 1 16002 51600 011 't6002 51603 01116002 57770 $23.79 $140.25 $4.0s Fee Total. Paid to Dale: Balance Due Phone ELECTRICAL.INSPECTOR RECORD APPROVALS DATE ID/SIG.COMMENTS OWNljI BUTLI'Ei DIiI,CAR TION I h.Eby rtrrnr ud.r p.uhy ol Frjtrry thrl I u.i.npr loh tlt codtu'fi li.B bt tor dE tollo$ry cen {S.cro}r t aBims ..d tt.fc$id Cd.): An) Cily .r Cd y whi.h Eqlmi r tBri to oi{M, .lls. ttqeE, d.mllh d tlrn My !tu1w, ,ri{ ro ilr i!su.fr.- !]$ Equrr rh. $!li.d lor 3kh Fm! b 61. ''3Ed rndEd 6r h. q {E i! lirE d pEMr ro rh. Fovi,i.N .f rtE Conbd.r'r l-t n$d l:q (Ch.rt6 9, CommEiry eih Serih ?Gl) of Divirion I ofrlE B!.irs .d Prof.sk m cuL,drhd1,.d rhr n.rryr rlrBn$ rrd rl' t .! lor dE r&8.d .ri+im n, hlx.. of S.db. ?01I t by s, .pplro ror o p.nni .ubl..k ltE .ppl'con[o 0 ovir I,.Mlty of er mE tftrn liv. hlritld dolls (ts(t)). _1,6otm.olih.poJdy.nrmy.rylolqeifi*.,s.lLteLotrFdirn,willd.tlEwtrnlh.lldGidi srLl or oiIiGl rtr sl (Sa 1}l,{, AlriB rrd P'bfcsir6 Cdr.: Trr C.fldr'.liaE Lr* do6 d $Dl! b u ovEr oI rh. !n,p.ily vtn hrllr n irFrK rlrtn^.rn vho d(- irdr k t hi|Blfor h.Elf o.0eud tu or t r o*n.n9lol6, p,ori.,.d our tuch ir$n)rlcnrcm' n.'i.d ftolftlrn ('{]. ll- lnEE 0l buil&{ d i4roEe no!*ilnh@rq. ol orpllhB rlE ()}E BtriUs wnl Ur dr bultn ol Fbvr'! rlu lE s c! dil Dr tuilj or inproE tll FrFr, nr lh. F,!oe or _1. $ o*rr ollhc pqrn!. um.r.lu*iv.ly cotusds3 rirh lEtrsj codr&r6ro onrtud rlE !.orel rS.. Tota, BuriEs !'rl Etrts{uCod.: Tt conrncd\ L'c.n* L.* d(. 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(ov..dt. !s unh*ful lnd {dl $bJer s .hplor.r ro omi l Fehio ind I'urrlEd rL'!snd &116 (1lm.Ur).r ro rlE tur of ..nrlEruron. ddE!.r d lrov .d ntr rtr lEglaaarla! I lEEby .llm u.dd D.n.ty of p.rjury thrl I m li*r*l !d.r Fotbn oactupra I lronl,ftinl Ein sa16! 70OO) of Di$E. ] oI rlE Bu,rcs .id Pml!$i..r Cod., .!n n, k.ns n n lull foE .tn .Irct t gtN[Iujqllg .t&!ll(i.AcE!q I h.rb, .mrm !id.r p.Dty or !.riry thr lhd it . o.{tr.ih Lndina .!!By ror th. Ffd'ft. of $. sort lm }h-h rhtr ,Emil ir ilru.n {sd. rr9?. cir. c.}. tr,'dc,'t Ad,ro" - AIEIJ!:ANI,.DECIA8AI!9ts I Hry affnr uoLr pculy oI lrrjuy om ot rhc foll,*in8 &ihd ionr D.r,lirp. Ponnk-tuli.nos Nd,frli,, Fdo.l Rclll{ioN (Iik.!1. P{i6) rcBe'lh3 6h.{d rdnnal rc d +rli.bl. b lni, Fni$ lomrp. i!.qEtl I {r ro oi4l, *ih.I cty.d coudy -Rrqu!.d Urni oIN{ l.di,n 0, Site-Work Underground Pole Bases 'Liqht Standards Spas, Pool, Fountains , Sions (monument) Lite Salety /Low Voltage Fire Alarm / Dampers Communications Cable Buildinq Under Slab i Floor Bondino / Groundinq / UFER Translormers Torqueing Sub-Panels Air Conditioners Rool Top Equipment Factory Wired Unit Walls (Conduit) Walls (Rouqh) Ceilings (Hard & Soff it Roush Ceilings (T-Bar Rough) [/eter Release Rouqh Service Meter FINAL lz-/7.ro JdrJa D&) Notes, Remarks, Etc. Flev.08'07-2015 I I I I I 3h(r. tudrrkd ptuFd, d RE REVERENCE ENGINEERING STRUCTURAL ENGINEERING SERVICES STRUCTURAL CALCULATIONS for Broadstone Directional at 1901 E. Dyer Road Santa Ana, C492705 Prepared for: Trademark Visual Package Type Initial Submittal Prolect # 2004075 DESIGI{ LOADS - Exposure C Seasmrc Site Class: 0 s.= 1266 g S,= 0454 9 Tr= 8 sec No. C81435 e1 s1 lJ o CIV\L 5-1-2020 DESIGI{ SPECIFICATIONS @ 2 ASCE 7-16: Minimum Design Loads hr Buildings and oher Slruclures 3 ACI 31&14: Building C4de Requirem€nts for Struchrral C,oncrete 4 ,{'IS|/AISC 360-16:Specifcation for Structural Steel Euildings \rl^/v/ ReveaenceEngineefl ng.com 61$.354-1152 1of 4 For proposals and rnquires: Projecls@ReverehceEngineenng.com 95 4 J 100q Project f: 2004075 Broadstone Directional 1901 E. Dy6r Road , Santa Ana, CA 92705 RE R EVER ENCE ENGINEERING WND LOADS OI{ OTHER STRUCTURES AiID EUILDING APPURTEiIANCES PER CHAPTER A B= FoS = lF two mph ft fl ft Basic Wind Spe8d Average Helght Vedic€l sign dimensbn Horizontal sign dimension Solrd to Grcss Arca Rato (porosity) Add l. l.GS applEd to p, sh= B/s = 1- 0.25 - 900 il 9.5 - 0.8s I Cabinent lo Overall Height Ra[o E&osure Calego.y Cabinent Wdlh to Heighl Ratjo TenEin Erposure Conslant [fabb 25.911 Tenain Eposure Consbnt lfabb 26.91] Drectionality Factor [table 26.&1] Topographic Faclor [26 8.2] po sp3cing. 028= fl [0lor one polel fl Case B Otlset G = 0 85 ' Gust Effecl Factor [26.9.1] DEhbulion Factor: I - (Fraction of sign load tlat must be atbibuled to eadr pole, if more ban one is present) INTERPOLATION 0.2 025 0.5 1 165 1.55 1 1.63 090 1.70 C,= 1.633 - Force Co€mcienl [Figure 29.4-1] h = Cumulative Height lo top ol sectoo = Velocity Pressure Exposurc Coefficienl Iable 29.3-1] z= Centroid of S€ction Height qh= Vetocity pressur8 (psf) q,= 0.(,0256'tq'&'Kdv' [Eqn 27.3-t] p = Design wind Preslure (psf) p = qn'G'Cr [Eqn 29.4-l] SIGi{ BUILD ruxuE rs FEr{ r.uLE ano rc[ecE orsmDuoon r,er uase 6 E aDDroaDE comDonenls Figure 29.41 Cr Cases A&B Aspecl Ralio B/s s,/tr 0.05 01 0.2 0.5 1 2 4 5 10 20 30 45 1.55 070 020 1.95 1.90 1.80 1.80 1E0 180 1.85 190 190 i 6h (ff) Widtr (t)Cant z (fr) p, (ps0 CAB? h (fr) K, q. (ps0 (scfr) F (krp) M, (k-ft) T (k-t) 1 4 1 1.0 2 0 849 16 67 2314 40 01 02 00 2 3 4 5 6 7 8 9 t0 11 12 13 14 15 16 17 18 19 20 0.1 kip 0.2 kitrfl 0.0 krtrn IIIIIIIIIIITIIIITIIIIIrIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIITIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 00 kipff 00 kiF[ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII \l l/u/.RevetenceEngineenng.com 619-35+1152 2of4 For proposals and rnquires: Projects@ReverenceEngineenng.com E 180 I 170 I 165 I 155 1Bsli75 li70l1Go 1eo | 1.85 | 175 | 170 lr35 l r 3s I 1 30 l r 30 l 1 30 l 1 30 i 1 lst1 {stlatLeotl rotild l160 lis5 1155 lrs5 lis5 llss 0.16 | 1.ss | 1.e0 J 1.8s1 r.8sl 1.80 I 1.801 1851 1851 1.851 1e0 1m 0.90 ti85 190 1.95 r.15 | r10 Ir50 r 8-s-Illt 1.8s J 'r.80 - r 6sT160 175 | 170t -50_.T-j-rs-l-1J-'i[rm- I,E --TBl-T6l Pr6ject #: 2004075 Broadstone Directional 1901 E.oy!)r Roa l, Santa ilna CA 92705 RE REVERENCE ENGINEERING SEIS IC ANALYSIS FOR NOII.EUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REFTASCE CHAPTER 15 s,. 5r= lr' 1 266 0 454 ofg ofg sec Short Penod Spectal Acceleration (USGS) 1-sec Pedod Specual Acceleration (USGS) Long-Pe , Transiton Penod (USGS)1.25 100 ,.50 r.00 hr 10 fl ASCE 716 Table 1.t2 per 15.1.1.1 Sfudural height Seismic Weight br analysis (coiservatve) Response Modifcalion Coeffcienthr: psf R:0.40 190 0.50 ,.80 l-. = 1.00 - Shoi-Penod Site Co€ftcient l-" = 1.85 ' Long-Period Site Coefficient tirls = 1.27 - Sp€cllal Response Acceleration Parameter Sur = 0.84 - Speclral Response Acc€leratron Parameler Sos = 0.84 - Design Spectsal Accelera$on Parameter $r = 0.56 - Design Spect'al AcceleBlion Parameter r= 075- Period Pa6meter Ur= 002- Period Parameter T. = 0.06 sec Approimate Fundanental Perbdl.' 0.662 sec sEts tc RESPoNSE coEFFtctEt{Ts PER AscE 7.16 t2.8.t,1 C,= 0.281 . Seismic Respons€ Coefrcienl ca= 3.292 - upper lmrtlor l< lr C"= 465.6' Upper limit for T > TL lEqn 11.4-,1 lEqn 11.4-21 Bqn 11.4-31 IEqn 11.1.11 ltable 12.&2] lrabb 12.8-21 [Eqn 12.8.i1 S€c1ion'11.4.8 tucep,lion 2. Slructues o/l S/e C/ass D sites Mf, S, grBster han ot equal lo 0.2. prcvrted he value of he seismb Bsponse coe,trcierl Cs is delemined by Eq. (12.8-2) hr vahfrs ol f s 1 sTs aN hken as equal to 1 .5 lines lhe value conpuled in accodance will' eiirct Eq. (12.&3) {or TL z T > L'Ts ot Eq. (12.U) lot T > L lEqn 12.8-21 IEqn 12.8'31 lEqn ,2.841 for T<1.5T! ,or 1.5T,<T<Tl for T>Tr = 0281 - <- Use c, = 4.938 - c. = 698.4 - ur-= 0.28' - @t Srismic Load: Base Bending Moment Base Shear 0.0 k-t 0.017 kip WIND GOVERNS Ov![trsuth: O: 2.5 - Bas€ B€nding Moment 0.1 k-fr Ease Strea. 0.042 kip WND GOVERNS Po(lnlt llGd Anchon (0.75) pri ,l7,2.3.,1.1 lontt iAn adicrtth) Base Bending Moment 0.1 k-fl Base Shear 0.1 kip WND GOVERNS Shod Penod speclral Acceleralion, 5tSite Clar!0.25 0.5 0.75 't.0 1.25 't.5 0 1.6 14 12 1.1 1.0 10 1.Sec Period Spectral Acccleration, StSite Cla!!0.1 0.2 0,3 0.4 0.5 0.6 0 24 22 2 1S 16 17 Weight Ovenides Ah (ft) wdth (n)(lb)(ps0 h (fr) z (fr)(tb) F (kip)(k-ff) 1 4.0 10 40 2 50 0.017 0 034 2 00 0.0 4 4 0 0 0 3 00 00 4 4 0 0 0 4 00 00 4 4 0 0 0 5 00 00 4 4 0 00 6 0.0 00 4 4 0 0 0 7 00 00 4 A 0 0 0 8 00 00 4 4 0 0 0 I 0.0 00 4 4 0 0 0 10 00 00 4 4 0 0 0 11 0.0 00 4 4 0 0 0 12 00 00 4 4 0 0 0 13 0.0 00 4 4 0 0 0 14 0.0 0.0 4 4 0 0 0 15 00 00 4 4 0 0 0 16 00 00 4 4 0 0 0 17 0.0 00 4 4 0 00 18 00 00 4 4 0 0 0 19 00 0.0 4 4 0 0 0 20 0.0 0.0 4 4 0 0 0 H: 4fl Overallheqht drec( IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII rw\,.Revecnc€Engineeing @m 61935,t-1152 3of4 For proposals and rnqurres: Proiects@Reverenc€Engineenng.com lValu-s for Seaion l1J.Stxceptio- {ar reqnire-): I wi (d0 l 'Priject *': 2004075 Broadstone Directional 1901 E. Dyer Road , Santa Ana, CA 92705 RE REVER ENCE ENGINEERING sPLrcE (oR sEc110r,r) LoADs V (kip)M (k-fi)T (k-i) CAST.IN.PLACE PIER OESIGN Pinary b:1 0.20 Fooling diameter' Moment al grade v,' Soil Class k-ff 009 Shesr al grade Serv6e V (0.6'V,) lrJ: 1.3 P = 72.21 tb Per IBC 1605 M,= 0.122 k-ff Service M (0.6'Mu) V,= 0.056 k s : 100 psf/t Laterdl Beadng per IBC Table 1806.2 s = 267 psffi lncreased per IBC 1806.1 & 1806.3 4 ITERATION PER IBC 1807 3,2,1 h = 2.20 fi 51 = 181 psf d- 2.m4n A= 0.933lt LaleralWind Force Rato 2.083333333 rs to a square or reclang ME[IBER SELECNON STAGET 'l LRFD OESIGN Seaion Type: PipeA53 a ksi .1 48 in Z-= 0.078 'n Splice h (fl) lndex-h- (i)(fr) p+ hsf)(sqfr)(kp) F z (fl) 1 2 3 4 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII @IIIEIIBiIIUII MIN, PIER DEPTH MIN, PIER DIAMETER' 2 ft and 1 in Ifrd0in 020 k-fi kip 002 009 4 () NQFf:2i= Seclion Name Z trn /(k-fl) D/C Check (kip) D/C Chect 9t^ (k-t) D/C Che* Combined DiC Check 3/4" Std. Pipe 0 094 0247 0 824 2 948 0.031 (x) ra 2fr=>a Seclion Name z {rn') qM" (k-ff)D/C Check (ldp) D/C Checl( 0T^ (k-ff) D/C Ch€* Combined D/C Check 1.1/2" Std. Pipe 0 421 1.105 0.184 7 078 0.013 104 0018 0.184 www.ReverenceEngineering.com 6r$35+1152 4ol4 For pmposals and inquircs: Proiecls@ReverenceEngineering.com ll;;tl f -f- --r 0 232 0 08 | 0.824