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HomeMy WebLinkAboutX2021-2791 - CalcsyECTORsinEERS STRUCTURAL CALCULATIONS for REYNOLDS RESIDENCE at 2127 VISTA LAREDO NEWPORT BEACH, CA 92660 for DAVID L. BAILEY, ARCHITECT INC. t3t8V.C%1N�'a �1�11�'ilc7i\9 BY: By. n,1.f PROJECT #: DATE: 9-3-2021 KALEN A. WILSON, P.E. PROJECT ENGINEER C0026-125-211 September 3, 2021 DESIGNED BY DTD; CHECKED BY HAW Note: The cuiculadons presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, "card filed- sold to a third party, or altered in any way without the written authorization of Vector Structural Engineering, LLC and David L. Bailey, Architect Inc. 212-+ VM �,�ek Copyright © 2021 Vector Structural Engineering, LLC These calcohnions contain proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. ---- , I- ono 11,, w u. rtn am;Fs/ T (7141576-65241 F (801) 990-17761 www.vectorse.com R 9 F=r_T-R9vnO 3 I n E lds Resit Copyrt9ht® 2021 Vector Structorel En9ineedna. LLG m d.P"Y inknneVanheleiSlleder.pmd..dwN+�the This Excel waL Cokcontal6ePn ilM1durel EnBinaerwh.IIYnorednA LLC. En8lneedig, and nieY Pdor ,~Psnaia On oNedor Stry-- Page i of 19 Deslateria: Code, 2019 Edition (2018 ISO Gest= Code: Structural design is basad upon the California Building Risk Category: 11 Part Wind Crl arta: ASCE7-16 ASC Analysis Procedure: E 7-16, Chapter 28 -Envelope Procedure - Basic Wind Speed - Ultimate (mph): 95 (3 -sec gust) Wind Exposure: C Sei mid y Equivalent Lateral Force Procedure Analysis Slte Class: D(efaukcedure: ASCE �16, q Seismic Importance Factor, IE: 1.0 gt = 0.437 Mapped Spectral Response AcceleratiSss- 1.329Sm' 0.543 SOS' 1.063 Seismic Design Category: D Wood Shearwalls Seismic Force Resisting System: Seismic Response Coefficient, Ca: 0.164 Seismic Base Shear, V (k): 16.2 Live Lad : Roof Live Load (psi): 20 Floor Live Load (pst): 40 g The engineer shall be notified immediately if Genjr e the construction The contractor shall verify dimensions, conditions and elevations before starting wo any discrepancies are found. I in all cases unless specifically detailed elsewhere. Where no detail is shown, wired by the building code. The connection of the members shown in . The typical notes and details shall app Y the architect or shall be as shown for other similar work and as req others. orders. Approval of shop draw rigs by •These calculations are limitedt`to9he structurere be others. shown in these calculations data ort is these calculations to any onsible for compliance with local construction safety . The contractor shall be respas tin this responsibility erection and until full lateral and vertical Supp structural engineer shall nlem�a s shelltruedbe adequately shored and braced during . All structural framing members. provided by adjoining a ronstrudlon: las Fir Larch #2 or equal al Equal NDS and Standard for Design of shall be Douglas Fir Larch #1 5X & Larger �. All dimensional lumber shall be Doug per the National Design p • All wood limbers n S eciflcatlon for Wood Construction • Wood construction code checksFEC 1r) P Timber Frame Structures (T rete installation shall be performed In accordance with the requirements of Foundat forming, and reinforcing latest applicable edition. lacemes ' ACI 318, . All concrete mixing, P sl at 28 days aggregate size shall be 314 "Building Code Requirements for Reinforced Con compressive strength of 0 pendent • Foundation concrete shall have a minimum compLLC strongly recommends a dso Type 0 with a minimum of 6% entrained air. Maximumother related soil pe ASTM A615 Gr. 60, U.N.D • Cement for all concrete shall be Yp tive soil cap soil capacites, slope stability, and any • Reinforcing steel shall be p capacities, Vector Structural Engineering, • Foundation design is based upon presulicensed eotechnicel engineer to verify soils testing be performed by a licensed g parameters. FOUNDATION PLAN 1/8" = V-0" emir um MM N" YEN MR CINel1' Page 2 of 19 0 n -----I 1 --FT I i I I I I I I I I I i I I I I i I I I I I I I I I I I i i I I I i II I i I i II I I III I I 1 1 1 I f I I I I I i I I I I I I I I i I I I I 1 I 1 I I I I I 1 ■ I I 1 I I I I � ._J_E=� ei��=nw I �Snjlll, ae1 1 I I■It ■ 2__ r n I I I I I I 11111 I I I I I I I 11111 _—i___L__�®...� 11111 ROOF FRAMING PLAN 1/8" = V-0" Page 3 of 19 Page 4 of 19 GF =' ii II I CS� I I I � I I II I� I II II L_=�11 — I ■ I I CMNM II sums■ i CONN" ■OTHOO I I I I I P5 P5 III z' -W 3-5' III III XF L®� SHEAR WALL PLAN 1/8" = 1'-0" Page 5 of 19 Copyright® 2018 Vector Structural Engineering, LLC This Excel workbook conleins prepnetary lnhrmation belonging to Vacfar SVucfural Englneenng, ECTOR LLC, and may be nepher wholly nor partially copied or reproduced widroul the prior written parmuslon of Vector Structural Englneedng, LLC. E n O I n E E R 9 PROJECT: Reynolds Residence JOB NO.: C0026-125-211 SUBJECT: GRAVITY LOADS Increase due to Original ROOF pitch loading CONC TILE 1/2" PLYWOOD FRAMING INSULATION 1/2" GYPSUM CLG. M, E & MISC OTHER 10.31 1.03 10.00 1.55 1.03 1.50 3.00 2.00 2.20 1.30 0.00 DL 20.35 LL 20.00 SNOW 0.00 SNOW INCLUDED IN LATERAL 0.0 2ND FLOOR (WHERE OCCURS) 1.50 FLOOR COVERING 3/4" T&G PLYWOOD MFG TRUSSES/FRAMING INSULATION 1/2" GYPSUM CEILING PARTITION M, E & MISC. OTHER EXTERIOR WALLS 4.00 2.30 2.00 1.00 2.20 2.00 1.50 0.00 DL 15.00 LL 40.00 STUCCO/SIDING (THREE COATS) 11.00 2x4 FRAMING W/3 PLATES 1.30 INSULATION 1.00 1/2" GYPSUM 220 1/2" PLYWOOD 1.50 OTHER 0.00 DL 17.00 CONIC TILE 12.00 1/2" PLYWOOD 1.50 RAFTERS & MISC 3.50 OTHER 0.00 9.70 DL 17.00 )2X8 LL 20.00 TYPICAI ROOF OVERBUILD MAX SPAN TABLE Spacing Grade Size (ft) Lmpx (ft) DFL#2 :2X4 2; 6.10 DFL#2 2X6 21. 9.70 DFL#2 )2X8 2- :; 12.70 DFL#2 2X10 2 ` 15.60 Cr Co CFV Mallow (ft -Ib) Vallow (Ib) Ctd'g factor 1.15 ':: 1.25 1.50 482 382 TL def 1.15 1.25 1.30 1030 601 TL def 1.15 ' 1.25 1.20 1653 792 Moment 1.15 1 1.25 1.10 2466 1011 Moment . � ( ) | ! ! IS .E.... .. } ,4l•,!,!!,|! J« � )\�\`�`\!||§ ) ) � ( ) | ! ! IS Page of Ell / z uj \ \ \qq } \0 K!®!. /Q 2k0 \0 e (( (k j , C: ! §§ $ _ \0 ° \ a e o ° \ § Page of Ulow B E r> O I VECm E E R B Roof Floor Exterior % Interior\ LOADINGLOADWG P WindlWall Tributary (ft) Bending Axis Roof Tributary 1 (ft) Roof Tributary 2 (ft) Floor Tributary 1 (ft) Floor Tributary 2 (ft) Additional Dead Load (lbs) Additional Floor Live Load (lbs) Additional Roof Live Load (Ibs) Additional Snow Load (Ibs) Location for Wind Loading Mean Roof Height (ft) Design Wind Speed (mph) Exposure Axial Loads (lbs): Dead Floor Live Roof Live Snow Bending Load (Pft Wind MSMong�Length, ll (ft) Weak -Axis Unbraced Length, 12 (ft) Compression Edge Unbmced Length, I° (ft) Grade Size Quantity of Members SPECIAL COQ S Moisture Category Temperature Category Incising? Repetitive Member Category Finish Type crrTIO I PROPERTIES Width, Depth, d (in) 4 Moment of Inertia, I (ins) Section Modulus, S (In ) DESIGN VALUES Fe, (Psi) Fw (Psi) F° (Psi) E. (Psi) E, (Psi) EmM. (Psi) E,,, (Psi) ESULT D+L D+Lr D+S D+0.75L+0.75Lr D+0,75L+0.75S D+0,6W D+0.75L+0.42W+0.75Lr D+0.75L+0.42W+0.75S Deflection Limit (U) Deflection (U) Column Slenderness, Ifd Beam Slenderness, Re Page 8 of 19 C0pyd9ht ® 2021 Veclvr Structural Elgineedn9 M Southem COOrnia, LLP wnden y nvr dlailY coPietl vrrePmtluced wilhaut the pd Th..... lculeGv�s contain Pmpdalery lM°�att°nh°IDn109l°Vec1or51mGural Eh.vtthMg°IS°u em Calir°mla,L p¢miiselvn ar VeMY b.icwr slmcllurei EOPlnaednB,"ohem Celihmie,LLP. C Q 266 303 1278 2182 0 309 6706 0 0 0 213 0 480 906 1546 0 0 213 p 0 0 06.7 34.8 123 4 198.1 3.5 5.359375 3.0625 675 825 1400000 1400000 510000 510000 23% 14% 21% 14% 49% 40% 35% 240 668 29.1 6.2 3.5 5.359375 3.0625 675 675 625 1400000 1400000 510000 510000 44% 26% 39% 26% 89% 82% 64 240 469 26.6 6.2 3.5 5.359375 3.0625 3.5 5.359375 3.0625 3.5 5.359375 3.0625 3.5 5.359375 3.0625 675 010 675 675 675 675 825 625 825 625 1400000 1400000 1400000 1400000 1400000 1400000 1400000 1400000 510000 510000 510000 510000 510000 510000 510000 510000 15%0 30% 260/6 2tlov 28% 20°/p 4`1%47 /° 16% 12% 250% 26%° 25% 18% 37% 420 16% 12% 25% 280° 15% 43% 93% 34% 70 5% 88°°/a 15%0 30% 59% 67% 360 240 240 240 903 801 498 465 34.3 27.4 26.6 26.6 6.2 6.2 6.2 6.2 550/ ECTOR E n O I n E E R S -- = 1.1'Monex A'Fy _ 2.3529Ae z .85f,_ (DMn=(DAef, of 21i copyright ® 2018 Vector Structural Engineering, LLC This Excel workbook contains pmprietary Inrormetlon belonging to Vector Stmcturel Engineering, LLC, and may be neitherwh.ty nor partially copied or reproduced with. the prior written permission or Vector Shuctwsl Engineering, 35 sf EFP -< 2500. it rc `,60000 psi fy Note: bars are assumed to be located in center of wall. Page 9 of 19 FOOTINGS Assumed Soil Searin Pressuref.500 psf Continuous Footings: WALL THI PE ,-, nno QVATFM ECTOR E n G 1 n E E F2 S FOOTINGS pressure Assumed Soil Bearing _ 1500 psf r.. vws Footings: Page 10 of 19 Copyright © 2018 Vector Engineering, stmoture m 9 bon el belonging to Vector This Excel workbook contains proprietary stmctmal Engineering, LLC, and may be neither wholly nor partially copied or Engineering, LLC t the prior wnften permission of Vector Shrot,h EFP �5 sf fc 2500 si f 60000 psi v Copyd9ht © 2016 Vector Structurinjonmeiional Engineering, L.L to Excel workbook contains proprietary Vector Structural Engineenng. LLC, and may be neither wholly nor paNally copied or reproduced without the prior written perml8skm of Vector Structural EnArneenng, E It p I f1 E R S SUBJECT: PLATERAL LOADS PROJECT: Reynolds Residence JOB NO.: C0026-125-211 GM LOW-RISE BUILDINGS FOR LATERAL LOADS DESIGN OF ENCLOSED SIMPLE DIAPHRA^ 0 091 ileo of SDC_ Site Class: D 5.11.4.2 R='. `6.5 , T. 12.2-1 Se= 1.329 F.22-1 SI = 0.437 F. 22-2 F.= 1.2 T.11.4-1 F„ =". 1.863 T.11.4-2 SMS =.,...,,9,59 0.51 E. 11.4-1 SMI = 0.81 E. 11.4-2 SDS = 1.063 E. 11.4-3 SDI = 0.543 E. 11.4-4 are areas Elevation (ft): 1 Risk Category: Basic Wind Speed (mph): Exposure Category: K,C l.w Ke: 1.00 SYSTEM •METHOD 2 MAIN WIND FORCE RESISTING SIMPLIFIED DESIGN WIND PRESSURE, Paao (Psf1 (Expt Note: Wind load determined from pressures below will S ZONE 95 on Determine Per Table 11.6-1: Per Table 11.8-2: SDC: Z S. 12.8.2.1 CI= 0.02) T. 12.8-2 h^ (0) = 18 S. 12.8.2.1 x = 0,75 ' T.12.8-2 Ta— 0.17 E. 12.8-7 To= 0.10 S. I'i As Ta= 0.51 S. 11.4.5 Cu= 1.40 T. 12.8.1 TL= , . 8., F. 22-12 Se 1.063 5.11-4.5 on Determine Per Table 11.6-1: Per Table 11.8-2: SDC: D D g 11.8 IE = 1.00 T. 1.5-2 CsmAx= 0.478 E. 12.8.3,4 Cs= 0.164 E. 12.8-2 CSMIN= 0.047 E. 12.8-5,6 Csco.TROL= CSCONIROL .7 Seismic Analysis Req'd? Perform Seismic Analysis?.. 0.164 0.114 Yes .Yes S. 12.8.'1 S.2.4.1 IBC 1613.1 { — Page 11 Of 19 ROOF ANGLE LOAD T,-45-1 1 FIGURE 28.6.1 on wind Jw E f'l B 1 n E E R 5.�� Total Base Roof Page 12 of 19 Copyright C 2M Vector aWdural EnBlneedng, LLC rbm Excel waMCock contour propdelary laboo. an belongbg to VecNr 51maWrel Englneenag, LLC and maybe negher whWly nor Pta blly'Plad ar reprotlucetl wiNcuf Nepdorwriden Petmiasicn a/Vector SlmaWrel Eaglneedng, LL, . 01 i.uul :stimated Total Weight in Longitudinal Direction 99150 50 Estimatederatal Welght nt differrenoTransverse en eestimated weights 0.0% er of to Tdb Wall d AppliedAPPllea Total End r End Zone End Zone Height & Total Int 2 Press 1 Press 2 Exp Coa , Unif Load Zone Unit Wft oad Unit_ Roof DL 20 psf Seismic Snow 0 psf 1 Floor DL 15 psf k= lw,hik= 1220100 WaII DL Period, T 17 0.17 psf sec 01 i.uul :stimated Total Weight in Longitudinal Direction 99150 50 Estimatederatal Welght nt differrenoTransverse en eestimated weights 0.0% er of to Tdb Wall d AppliedAPPllea Total End r End Zone End Zone Height & Total Int 2 Press 1 Press 2 Exp Coa , Unif Load Zone Unit Wft oad Unit_ Page 13 of 19 �vECTF to n O I Il m m R B wmvaweaavna AoupV:al Rano 35 �/ pn �II Y6n '^ PERF —Ij_�-�T�y1 aalrylated. h5 whoa PPOaableaehs Allowable -d AepeG.. 35 Iwlaletl eGbn 12.3.4.1 Comb.OvarsUenoN Farlom!l1.1141/f f>: Crevl N LINE: ;A 2Nd STORY Tetltlan Rwah W FlowwW Olww, From (R) (R) 'W (pY) Ab" (Ib) "0 Repmred on fatRA li Cap. (wiM,StateroomplzulatedtiY as n (Sbm'W. mBmiDIMPl WeII T}ya 6111 Typa Snap Il lap (R -lb) alt htl0pi 2wA Seo. dela. Well Wintl WInO Well 6R Plele Red., SM1as,art Dan. umn 8haer (MI) Cap.(Plp Cap.(P1p Te Lina Loads ran I Ramebore AobolA Lntla If uNnanied oB ownse Owners an a r Ped oAOWon laid 133 1.00 Ld1tl Tow 11 E.2 I' S n 11 Lin " Lanllda le Iba WI a 'Seo Wind in E.2. Wind 2e It EZ. h Orn 11 Sals ntl .Allow. Nol nota 0.60 1.60 1 10 Me 20 ^ 1 Olfni 1.8 119.6 id55 B 166 8 116 Non N.60 Gfnt 186 i —Wt—Wtu IW oetl re. All w Plat ie M1(flp 0 Talal 916 1396 lareads O for bngularrew(ebweJ9Q iB2 _ Max operant height (it), 10, fl2 Appl SMA reduction? Yen 100" PdmaletlbW? 'NO I Bhear Lngih(it)=®tory V(Kp 1091 Tol bah @tM1earepplledaP Ol LIP tevation Tipeand Fomw Tmnaf �Openinpe? (N ' WeII DL (pap= 10 MaxMexellmo.tlM (b) 3 level fP IwIaBn9p rune. 13-lettlon dfwalltera, Nefor Shenry rnOlntan below eMind both meant a ce6mnted Well Coal (wind, Mex Well RodfaLW FlOorcl'W OtM1erw From a own (Stem W- —1—E) .e'RM(R- Anted 2wA Sale sola. We11 Wind Wind Wdll SIIIPIete Tontlan HO Show- Len91b(it) (it) (R) 'W (pip Abave(Ib) WallrWo SIIII)pe Strip edge Glop (fob) Ib) Ratio ?educt Show MM Co.. (won 6heer(pip no. Wt Or, (III) Qld CencAy Walt A (in) :W16 4859 351 3.33 0.60 114 1 155 182 385 3n 1502 1105 0.19 fi -231 81 -C31 8095 9T6 2.90 1.60 Nd 280 182 365 372 1d& 185 0.18 InfmlrrtlPndn lndlWtlual ppplietl unitvhe unit shear apnaltle wall Plen Wrod Iretlu[edwheroaPPrdpdete)-. Add'I CommA Men 6.t9 LINE: i -A.. ;_.. 18T.c STORY ' LL Ldetle Loadshamal, 8 Acwei 9aa La Il oaten noted vedmaretlar FTNO Pill AD WeII INo Rdfiffili Laed Tibw R ELA 1. Elan It Line ..I. Seb Iba WM1 0e 'dela Wintl E.Z. Wand 2educalculations a oe vw AllU Lidkl fl 12 r Ftll R fi s mi =' 1 Mew RO '100 Dant 9.9 10. 625 6 OL 160 N 1110`= Gleet cohzmnwhen Wall a P2'• n 4 AQNO P Above 918 1295 apPllable` ll. Allow. HO 6TH010 e'43bindf PI teh(R)= 1 �. Tmel 1916 R] Itle O lar ncb hle9ubMe. hrowq?: iRe 1345 0 2Sd0 M.Opo l8h Ph1IRI' =4 Appy2wA duNani n : 50" Pe da rtetl6W- 6M1nrLengN ht)'� 216 Sep 951 Nold down infarmnHer har SWryV(Kj= 30 alohalwalfovertumine Wand 442 Ce Ce 980 520 shear, Weill Length (it) Tetltlan Rwah W FlowwW Olww, From (R) (R) 'W (pY) Ab" (Ib) "0 Repmred on fatRA li Cap. (wiM,StateroomplzulatedtiY as n (Sbm'W. mBmiDIMPl WeII T}ya 6111 Typa Snap Il lap (R -lb) .8'RM (fl- Aaped Ib) ReuO 2wA Seo. dela. Well Wintl WInO Well 6R Plele Red., SM1as,art Dan. umn 8haer (MI) Cap.(Plp Cap.(P1p Te MaalmumunNthstand OleXmenn meMotl for nAO.11a 3 PERFILTAO6HEAR-WALLFPI.GULq!2148AP%LY?BEE ABOVE 133 1.00 6 0.60 1.60 AdBl CommenU Mex 0.00 (n era major e do *) e LOAD ABOVE LINE 81 -2ND STORY (Reckvea manm both 61tl6.) fmor roe (Beams major reactor call mReclaree (RpGevn meJOrantl anor readcan(both) (Rad Nanolind Both rW Ian ere no Man.Balh tendon em equal W lM1e iotas elM zone batl) to the total end no betl) l unnomt load on Gimpy.ported boom ad tend no. Trotean Major reaction TYPE OF END ZONE LOAD ) VECTOR E n a I rl E E R S C.Wohl 0= a vxmr swnuref E,on,or yuC mf.E,:ixwFeouf:�.u.m.sAraw.ymrwm.mo e.rrermam visor awrmre uea..n,o,tta.os,,,.rearenn.r.frourwa•wm�pna a. rev�a �mnwr fn• ea.r w,n.. w�.w. w vmr swomn� Er,pineenrV, LLC Page 14 of 19 PROJECT: Re olds Residence JOB NO.: GOWu-'I[am Roof DL(paf)a 20 (Includes Salerno snow where c=oi) pxwr,a-. 1.3 USEMAX RHO pi lac FpfFx Floor OL 1S Min Diaphragm Width (ft)= 39 35 '. 1.00 1.00 2-20 I 1.00 p cmculebd in ecood.r. .with: Allowable Selsmlc Aspect Rad.- 1.00 ASCE]-tfi Section 12.3.4.2 Allawable Wind AspeO Rahc= !35 ° 1.00 No ': Exce tlon in ASCE ] 12.3.d:2b mM? Comb. Overstren th Factors: 00-6)- :260 - LINE:': 2' ;2ND STORY Timber Framed Shearwall Calculations Loada If Leatls from above ActuelA Iled Loads I(unlessnoted ntherxlee Ole hre mShear PertIFTAO Wall Into Line Tdbw ft E2.A I' S en ft Llne % Location 0.7E Ibe 0.8W Ibs 'Sets Wind E.Z. Wind 2a ft E.Z P Ib Ora ft Sols Load v.. Alaw. NoIA Ilcable Loatl 15 Mm., 30 100 > Oftset 238.3 57.6 Bt.. ].8 Z'olo 572 166 mZ None 10 , attract 6.25 r:; Wind Loadva. Allow. t o0 <_ Above O for Imegul.miss (above)? I: No :: 142 Plate h (ft)= B Total 3576 809 Include 232 Mex opening height (tt)- 8 Apply aspa.25 Yee '. a 100% Perforated SW? Shear II OLenLt(P(sf)= 817 Max allow.r'rfl((In) 9292 Openln8 eban _ Fomb•Trenster®Openings? No _ ax ser- Well ens on From Capacity (wind, .2SDs) Aspect Sets. 'RM Ratio Sheer Sols. Well Cep. Wind Wap. Wolf ate Ta(lb) Shear - WE Length R006 W Fl ... o, W Otherai. Above Well Haldown (Slem/doo —i -min) AmneM Reduc. (plf) (pil) Shaer(Plf) Cep. (pill Cap.Shi Cap. (plf) (Ib) paTIC (in) Capacity 1.9E (in) (ft) (ft) (ft) W(Wd (Ib) Type Sill Type Strep confg) (ft -Ib) (ft -Ib) Ratio SB65 2.82 P5 + 85 � HDUS : 12985 246 2.82 0.71 572 616 142 737 1118 4488 2 83333: P5 34. M3T80 : 18°dear! 358 2.340.85 572 743 442 888 1040 4471 6235 1.88 34188] f Max: 2.62 Add? Comment.: Coy+IBMB 2018 Vedm 5CvcWnl EnBlnaenng, lLC me nml xomeaox ammem. prwnr.n mro.,�.rnn eem'gmv m v.mr a— Mi. orNmeYOe nMM/rM011ynorPoeieAt'(aOMep m.wme wrmw m• sem wmreo www m v.am sm.wrel E n 0 1 n E E R 8 Min Diaphragm Width (R) = 39 1.00 2 -2ND 1.00 p calculated In accordance Win: Allowable Seismic Aspect Ratio- 35 1.00 ASCE]18 Section 12.3.4.2 Nibl WindAsp qR I - 35 100 No E ptI ASCE 712342b met? ,mr,nmerangthF C (00S) 250 Timber Formed Sha ll 130115 LINE:' 22ND:: STORY ACtn81A III ad If unless noted otheeon, DIs hre m6h Lina Loetls f Loads from above Ib Ore R 0.7E Ibs O.6W Ibs 'bels Wind E.Z, Wind 2e. E2 hes v 102 Tdbw R E.Z. I' 6 an R Llne % Lawtion n 238.3 57.8 1 ].B 25 5 : .sed ro? 16 MInO[` 30 1 '00: ORset None: 100-.: Offset Wintl -t "1.00 i Above Include Rfor imegulatltles (above)? is No 26 Plate 1,111 8' Total 3575 889 Max opening height (R)= 8 Yes SheWell 817 Max (I) 921.92 A,pi asPeOhal. '. Farce Transfersnfumed(] Open n9s? No CIL (psQ= allow.nfl ing elevation ear- ens on From 2SDs Aspect Seis. Sete. Capacity (wintl, 1 •RM Ratio Shear WeII Cap. Wind Wall nnmh Rcofrn W FlooroL OthervL Above WeII _ Noltlown (Stemlloor 'nlxmle) Aspect ,.a,a rk.lnl IR -Ib) Ralfv Reduce (pIN (plf) 6heer(I 166 Allc 232 Page 15 of 19 6111 Plate I Tensa n I HI Ceoaclty 11 DEI (in d ATC Hazards by Location 8/17/2021 OTCHazards by Location Search Information Address: 2127 Vista Laredo, Newport Beach, CA 92660, MRI 25 -Year ------ .._._._.. USA Coordinates: 33.637112,-117.880571 Elevation: 120 it Timestamp: 2021-08-17T 18:55:03.462Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10 -Year _._. _ ____ -- 66 mph MRI 25 -Year ------ .._._._.. 71 mph MRI 50 -Year .._.._ _ ___.__. 77 mph MRI 100 -Year __. _.__. ___..___. 81 mph Risk Category l ____- 89 mph Risk Category 11 ...__ _.._ _.. 95 mph Risk Category 111 _._ _ __ .. 102 mph Risk CategoryIV ... ._ . _ ._.. 106 mph Page 16 of 19 MRI 10 -Year 72 mph MR125-Year .. .____ _._ -_ 79 mph MR150-Year _.._ ___ 85 mph MRI100-Year _ ___._ _ 91 mph Risk Category l __.___ .. 100 mph Risk Category 11 ._ _ ___- 110 mph Risk Category III-IV ... _ _.. 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph ines made during the code adol ption protcess. U errss should cl onfim any output obtained from this tool with the local Authority Halwilding NOT refect any state or local amenments to the values or any delineation Having jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE website islands and ce Pas , this of the coastal ea — in some cases outside the last w nd speed cont ur arshould use nd the efo et provide a w nd speed thatst wind speed ris sl ghtly higher. NOTE: For quer es near w wind-borne debll risorleg region ion is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne boundaries, the resulting determinat debris region. examined for unusual wind conditions. Mountainous terrain, gorges, ocean promontories, and special wind regions shall b i While the information presented on this website sponsors and contributors assume no responsibility ebsite is believed to be correct, ATC and be d upon for any specific ion hout or liability for its accuracy. The material presented in the rep ort should notlwab litdb r en1eneers or other I tensed pprofesstiona sit ATC does competent examination and verification of its accuracy, suitability and applicability Y 9 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 the rom from such f the ut of report provided by this website. Users Of the information ilei nnthis nrlawebsite hnrf Pe assume Ps nnaihlP liability hialdinngrnrlr. annnvaeand nTowrn POUT nn for the .. _ Cn x9660%2C USA 112 ____-rr._._. ATC Hazards by Location •- -' •- 8/17/2021 --------- ._. -.1—, building site described by latitudellongitude location in the report. Nawnort Beach%2C CA 82660%2C USA 2/2 ATC Hazards by Location 811712021 cffc Hazards by Location Search Information 660 2127 Vista Laredo, Newport Beach, CA 92, USA Address: Coordinates! Elevation: Timestamp: Hazard TYPW Reference Document: Risk Category 33.637 112, A17.880571 120 ft 2021-08-17T 18:55:59.426Z Seismic ASCE?-16 Site Class: D -default Basic Parameters Page 18 of 19 Additional information Name Value Description SDC * null Seismic design categorY 1.2 Site amplification factor at 0.2s Fa 0 F v Value Description Name CRI MCER ground motion (period=0.2s) SS 1.329 (period=1.Os) 1.2 0.473 MCER ground motion SI spectral acceleration value SMS 1.594 Site -modified spectral acceleration value * null Site -modified SMI seismic design value at 0.2s SA SDS 1.063 Numeric value at 1.Os SA Numeric seismic design SDI * null * See Section 11.4.8 Additional information Name Value Description SDC * null Seismic design categorY 1.2 Site amplification factor at 0.2s Fa 0 F v * null CRS 0.917 CRI 0.925 PGA 0.574 FPGA 1.2 oro„ 0.689 Site amplification factor at 1. s Coefficient of risk (0.2s) Coefficient of risk 0.0s) MCEG peak ground acceleration Site amplification factor at PGA k ground acceleration Site modified pea ° on Beach%2C CA 92000%2C USA e,_.. -_<n x80571&address=2127 Vista Laredo /°2C Newport ATC Hazards by Location Page 19 of 19 8/17/2021 T L SsRT SsUH 8 1.329 1.449 Long -period transition period (s) Probabilistic risk -targeted ground motion tion Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD Si RT S1 UH 2.563 0.473 0.512 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) SID PGAd 0.827 1.041 Factored deterministic acceleration value 0.0s) Factored deterministic acceleration value (PGA) * See Section 11.4.8 ct any output obtained from this tool with the local Authority Having Jurisdiction before The results indicated here DO sers Should should confirm any local amendments to the values or any delineation lines made during the buil to or mg code adoption proce proceeding with design. Disclaimer W b Services. Hazard loads are provided by the U.S. Geological Survey Seism asig=g — y application without 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. engineers or other licensed professionals. ATC does The material presented in the report should not be used or relied upon for an si pacific app competent examination and verification of its accuracy, suitability and applicability by 9 reting andI in the results of the not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge uired of such fessionals in in the field of practi�his website. Usersefor the stndard of cof the nfoamai on from thisare Qwebsite assumeoall liability arising fPom such use. Use to the output of report provided by ible for building code this website does not imply approval by the governing building code bodies responsapproval and interpretation fort e building site described by latitudellongitude location in the report. ._ ..,, o eAA.a.e=2127 Vista Laredo°/62C Newport Beach%2C CA 92660%2C USA OTO G I n E E R s Project Number: C0026-125-211 December 8, 2021 Ami Gilad True Home Builders REFERENCE: Reynolds Residence Remodel, 2127 Vista Laredo Detail Modifications Dear Mr. Gilad,ect. Please Per your request, we have reviewed the calculations and drawings for the above referenced project. be advised as follows: be used as an alternative to the originally specified details within the The Attached details may plans to match the as built condition. Added the option to use (2) H2.5 instead ni just fou Detail l/SD-1: down Sheet 5/SD-1: offset from the wall below. support any once New MSTCM detail modified from condition found within detail 4/SD-1 accommodate the upper wall being ost above to supe the strap is installed a new post shall match the p in lace being axial loads. capacity of the In addition it is acceptable to leave the originallyact thetcllle tion ap tY that only 1-1/4" nails were used it will not imp new strap to be installed on the other face of the wall. s generated provided based upon our review of calculations and oar materials used The recommendations above are p from information the client provided. No observation was made of the structural integrity, or quality of work of any portions of the structure. lease call this We hope this meets your needs. If you have any further questions regarding this matter, p office at your convenience. Very truly yours,ENGINEERING OF SOUTHERN CALIFORNIA, LLP VECTORSTRUCT[IRAI. ,a Cadena Dr. Suite 201 1 Laguna Hills, CA 926531 T (714) 576-6524 1 F (801) 990-17761 www.vectorse.com ECTOR E f1 E, I n E E R S ROOF SHEATHING BOUNDARY NAILING TO OR A35 w/ 46 SPAX SCPFwq i 000 (E) BLK'G �(E) RAFTER PER PLAN A35 EA. BAY H1 OR (2) H2.5 CLIP EA RAFTER (E) WALL w/ SHEAR WHERE OCCURS Page 1 of 2 N.T.S. O �y.II:II�d�Y.i�l 23022 La Cadena Dr. Suite 201 / Laguna Hills, CA 926531 T (714) 576-6524 / F (801) 990-1776 1 www.voctorse.com ECTORc. EI'1 S I n E E R S (E) CONC. RETAINING WALL N.T.S. SHEAR WALL PER PLAN NOTCH SHTH'G FOR STRAP (E) FLOOR SHTH'G Page 2 of 2 FULL HT. BLK �I ® EA STRAP (E) FLOOR JOIST �-- STRAP PER PLAN. ATTACH TO CONCRETE & WOOD FRAMING PER DTL 4/— 12-8-2021 ADD NEW FULL HT POST TO ALIGN w/ POST ABV. AFTER STRAP HAS BEEN INSTALLED O 23022 La Cadena Dr. Suite 201 / Laguna Hills, CA 926531 T (714) 576-65241 F (801) 990-17761 www.vectorse.com