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Home My WebLink AboutX2021-1987 - CalcsBLACK STRUCTURAL ENGINEERS 714-514-4125 1301 Dove Suite 960 an�bla kc�m N A960 PROJECT: New Bathroom Addition 71,�'. /q� - Rathod Residence ,O {�ll�\�� A 10 Catania Newport Coast, CA Date: April 28, 2021 Job Number- 21-032 Gravity Analysis G I - 3 Lateral Analysis L I - 6 Foundation F 1 Site Walls RWl -2 DESIGN CRITERIA Based on the provisions of the 2019 CBC Wood Current NDS Concrete (footings, misc, uno)....................................................... F'C= 2500 psi Masonry................................................................................... F',,,= 1500 psi Reinforcing Steel #3 bars..................................................................................... Fy— 40 ksi #4 bars and greater.................................................................... FY 60 ksi Soil Bearing * ........................ 1500 psf ......................................... BulLDirau Dlvisiola *CBC minimum value p, 3 n 2021 BY: K.H. � No. S 6505; Exp.9130l22 i P� OlFG0A1�� BLACK STRUCTURAL ENGINEERS 1301 Dove Suite 960 Newport Beach, CA 92660 JOB: 10 Catania JOB NO: 21-032 (714) 5144125 ian a(dblackstructural.com BY: PAGE: G BUILDING LOADS ROOF: _ PSF Barret Tile 12.0 Plywood/OSB 1.7 Framing 3.0 Insulation 0.5 Ceiling joists 1:7 Ceiling 2.8 Sprinklers 1.0 Misc./Mech/Elect 1.3 Total Dead Load 24.0 psf Live Load 20 psf EXISTING FLOOR: PSF Flooring 4.0 Plywood/OSB 2.3. Framing 3.5 Insulation 0.5 Ceiling 2.8 Sprinklers 1.0 Misc./Mach./Elect. 1.9 Total Dead Load 16A psf Live Load 40 psf _._. n—.L. . ....j. . ... � - F" _ , � � _ _ 0� � 6 c�G (� Zr r� _ ..� vr�wevci u.a. oeismic uesign maps I OSHPD 10 Catania 10 Catania, Newport Beach, CA 92657, USA Latitude, Longitude: 33.6030633, -117.8126878 1/3 ( Date ( - 4120/2021, 1:19:20 PM. Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.277 MCER ground motion. (for 0.2 second period) S1 0.454 MCER ground motion. (for 1.0s period) j SMs 1.532 - Slte-modified spectral acceleration value Qnd,r-�eeron-14w fEE2 SMI Slte-modfied spectral acceleration value I R SOS - 1.021- Numeric seismic design value at 0.2 second SA L9, S/S- SOt rwµ.� Numeric seismic design value at 1.0 second SA JType� Value - Description j SDC 12 n fi-- . Seismic design category Fa 1.2 Site amplification factor at 0.2 second i Fv 1 r&See Section 11.4.8 Site amplification factor at 1.0 second i PGA 0.549 MCEO peak ground acceleration FPGA 1.2 Site amplification factor at PGA a . PGAM p 0.659 Site modified peak ground acceleration € TL 8 Long -period transition period in seconds SsRT 1.277 Probabilistic risk -targeted ground motion. (0.2 second) i SsUH 1.384 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration rSO 2.606 Factored deterministic acceleration value. (0.2 second) S1RT 0.454. Probabilistic risk -targeted ground motion. (1.0 second) - i S1UH 0.489 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acmierallon. � S1D 0.831 Factored deterministic acceleration value. (1.0 second) jPGAd 1.056 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.922 - - - Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 1301 Dove sure ao- Newport Beach, CA 92660 BLACK STRUCTURAL ENGINEERS SOB: 10 Catania (714) 514-4125 BY: ianCWbla_ _� ctural.COO SEISMIC FORCES BASED UPON ASCE 7-16 INPUT & USGS VALUES D Soil Site Class Latitude 316006' Category D Seismic Design Longitude 117t812b8 12 Fa = R = 6.5' Ss=F 54�� St = ,Ov = . Design Base Shear ASCE 7 -12.8 (12.8-2) En = PQa = V Cs W V= 0.157W SDs/(Rm 9.11 W For ASD: E= 0.7Qa = but not greater than: Rm) V = 0.354 W Cs Snr/ (T* ( OR V 12.665 W (12.8.4) Cs=SD1.TL/(TNRM) = and not less than: V = 0.010 W (12.8-5) Cs = 0.044SDs*l > 0.01 ,and when S t equal to or greater than 0.6g, not less than: V = 0.035 W '8-6) V=0.5*S,/(R/n W JOB NO: 21-032 PAGE: Class D) <<< GOVERNS (ASD) A I = i r4' ._ SMS 1.532 _ Cd 2 5.o ft 0.772 hn = 0 SDI = 0.515 Cc = 0.22' Sec SDS 1.022 T a Ti 8 Sec Design Base Shear ASCE 7 -12.8 (12.8-2) En = PQa = V Cs W V= 0.157W SDs/(Rm 9.11 W For ASD: E= 0.7Qa = but not greater than: Rm) V = 0.354 W Cs Snr/ (T* ( OR V 12.665 W (12.8.4) Cs=SD1.TL/(TNRM) = and not less than: V = 0.010 W (12.8-5) Cs = 0.044SDs*l > 0.01 ,and when S t equal to or greater than 0.6g, not less than: V = 0.035 W '8-6) V=0.5*S,/(R/n W JOB NO: 21-032 PAGE: Class D) <<< GOVERNS (ASD) 1301 Dove Suite 960 Newport Beach, CA 92660 (714) 514-4125 ianOblackstructural com BLACK STRUCTURAL ENGINEERS JOB: 10 Catania BY: SEISNIIC FORCES Vertical Force Distribution ASCE 7-1612.8.3 k = 1.0 (period factor). Roof/Floor Walls Total DLlaof = 24 psf + ' :Tpsf = 31 psf DLfloor = 16. psf + ; .14psf = 30 psf DLfloor = psf + psf = psf DLfloor - Psf + psf = psf Totals 61 psf Vbme - 0.157 * 61 = 9.59 psf Factor = DL*He Vbae SUM(DL*Ht)^ DL Strength Allowable Stress Roof Factor = 0.215 0.150 Floor Factor = 0.098 0.068 Floor Factor = Floor Factor = JOB NO: 21-032 Ht = 22.0 ft Ht = 1Q.0 ft Ht= ft Ht = ft Irregularity Provisions ASCE 7-16 Tables 12.3-1 & 12.3-2; 12.3.3.4 For Overturning forces use E„ h = Omega*% Omega = 3 ASCE 7-16 2.4.5 Net force = E,, x,/(1.2) Overturning Force Factor: 2.50 PAGE: L.2 SHEAR WALL SCHEDULE i & 4 & 8.7. & 9;10.11.12 MARK PLYWOOD SHEATHING PANK EDGE NALM AND PLATE NALLOWABLE BOLT SPkCING h SHEARS U.N.O. A35 SPACING 0 ANCHOR BOLT (ply G TO TOP R SPACK U.N.O. ON PLAN ONE SIDE IOd. 0 6' 16d 0 6' O.C. 340 2x SILL P- A35 O 16" O.C. 5/8"0 A.B.'S 0 48' O.C. G5t" ONE SM 10d O 4' 4a3 1�i'6x7" O 12' O.C. 7, t3 510 3x SILL .R A36 0 10" O.C. 5/9.0 A.S.-SO 32" O.C. '35w' ONE SIDE, 11 10d 0 3" 4. 1.3 46.6x7" 0'12* O.C. 7. 13 665 3x SILL R A35 O 8" O.C. 5/8'6 A.B.'S 0 24' O.C. 11 %*,ONE SDE 10d 0 2. 413 46'60" 0 9' D.C. 7.13 3x SILL El A35 0 6' O.C. 518"6 A.B.'S 0.16' O.C. .' 870 ® 'h" BDIN SIDES „ 10d o 4. 4,13 41<" 6xli" 010. O.C. 7.73 1020 3x 5114 8(21 A35 0 to' O.C.5/8"6 A.B.'S O 16" G.C. ®- 1231• BDTH SIDES 11 8d 0 3' 4 1 46"04. O !Y D.C. 7. t3' 3x S0.L Z (2) A35,0 6. as 5,/8"0 A.B.'S '0 12' O.C. 1100 0 ' BOTH.SCES n 10d 0 3" 41 %00*0 0 r O.C. 7.13 1330 3x, SILL It (2).A35 011. 0.6 5,/10'6 A.B.'S 012" O.C. 80TH im 1, 10d O 2" 4. '3 44"6x9"-0 6' O.C. 7113 3x SILL E (2j A� A 6' O.C. 5111'6 A.B.'S O S' O.C. 1740 ALL PLYWOOD SHALL BE STRUCT 1, EXPOSURE 1, APA RAZED PSI -95 ALL' OSB SHALL BE EXPOSURE 1, APA RATED PSS -92 1. ALL PANEL EDGES SHALL BE BLOOM.: AT WALLS 6'-0" AND LESS IN LENGTH FACE GRAIN SHAG. BE APPLIED TO STUDS. VERTICAL APPLICATION IS EXCEEDING 6'-00. SION AMATAGG SHALL BLEE2 2. SEE. FOUNDATION PLAN FOR HOLDOION WN TYPES AND, LOCATIONS. INSTALLATOF HOLDOMNS PER MANUFACTURER'S REQLAR fTS THERE SHALL BE NO COLD JOINTS IN REQUIRED LENGTH OF HOLDOWN EMBEDMENT. 3. ALL FIELD. NAILING 012" O.C. SAME SIZE AS PANEL EDGE NAILS 4. Nt GREATER SHRWLS. FRAMING O PANEL EDGES INCLUDING SILL' PLATES SHALL HAWS A,106 AI NOIWAL DIMENSION OF 3 INCHES ()E: 30, 3x6...). USE 4Y ELfCF. 1 'AT 21: NM- SCAQNQ 5. WHERE 'PLYWOOD IS APPLIED ON BOTH FACES OF WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 6. PRE -DRILL W/ 5/18"6 HOLE 0 1/2'6 LAOS & 7/16"0 HOLE O 5/8"6 LAOS, USE SOAP OR OTHER LUBRICANT ON LAGS. 7. PLYWOOD SHALL BE PLACED CONTINUOUS THRGUGH WALL INTERSECTIONS UNLESS OTHERWISE NOTED:' 8. EDGE NAI. PLYWOOD AT ALL POSTS WIT HN WALL 9. COMMON NAILS SHALL BE USED AT ALL SHEAR WALLS . 10. 15/32" PLYWOOD SHALT HAVE 4 OR 5 PLIES. 11. USE 4x. OR Bx FULL DEPTH BL=I NG OR. FRAMING (MATCH WALL THICKNESS) FOR LTP4 EA =I , PER SCHEDULE.: 12. USE 4x 'MRL BLO00NG OR FRAMING UNDER SHEAR WALLS AT 1/2"6 AND 518"6 LAGS USE AIN DBL 2x BLOCKING OR FRAMING 016d R NAILING. Newport Beach, CA 92660 _ JOB #: 2 - JOB:G DRlk1�tN PAGE: lis — --_ LobL fGuvP` a�rt� ove Pay - - ASAP _ 0t,o2[, I�IMe t thlL� � I Use , 580*--- - - JOB:I AM L� PAG5 a l A_ �� /1�OGp 1�AsS vFaAl-9- fto-aP --- - R-TEif�� Plov� r �el g6lSnet ' Aro��n_ Lva-n �?b c�1 srrP.w l,1 - s ' r_ z Or- i- i -t -- — --- —------------ Project Name/Number : 21-03210 cat Black Structural -Engineers, Inc.: Title 6'-0" fence Wall Date: Pag2W, 22 APR 2021 Dsgnr. 1301 Dove Suite 960 - Description.... I Newport Beach, CA 92660 1 (794) 514.4125 Wall in File: 10catania.RPX I This c:\retainprofiles\21-032 -K;MrnT-M-rTTAT.T4WTUffd 11.2Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License: KW -06064974 License TO: Black Structural En [nears Inca _- Criteria Soil Data 0.67 ft Allow Soil Bearing 1,995.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil = 6.001t Active Heel Pressure = 40.0. psflft Slope Behind Wail = 0.00 - - Height of Soil over Toe = 6.00 in Passive, Pressure = 150.0 psff t Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pof Soil Density, Toe = 110.00 pof FootingliSoil Friction =, 0.250 Soil passive _ 6.00 in _ l Surcharge Loads -� Lateral Load Applied to Stem Adjacent Footing Load Foottng Load = 0.0Ibs Surcharge Over Heels - = 0.0 psf Lateral Load - - 55:0 *it Adjacent Footing Width - _. 0.00 It Used To.ResistSliding&Overturning = 6.83 ft ...HeighttoTop. Eccentricity 0.00 in Surcharge Over Toe c =- 0.0 ...Height to Bottom = O.O0! Wall to Ftg CL Dist = 0.00 ft Used for Sliding & Overturning Load Type Seismic (E) Footing Type - Line Load [ Axial Load Applied to Stem (service Level) Base AbovelSOlow Soil = 0.0 ft ' 0.0 IDS Axial Dead Load -_ Wind on Exposed Stem 0.0 psf . at Back of Wall 0.300 Axial Live Load = 0.0 lbs 6,7 -.., .(Service Level))�o2( 9s_SS'i°pr Poisson'sRado,PMM Load Eccentricity = 0.0 in ��-. ---- Stem Construction - Bottom. ------ Stem OK Design Height Above FU ft= 0.00 - Wall Stability Ratios Wali Material Above "Ht" = Masonry .Overturning - _ - 1.65 OK Design Method _ 8.00 Sliding _ 1.14 R^ atm io<1.551. Thickness _ # 5 OK fart smsrrrc Rebar Size. •n Load - 1,397 We Total Bean - I To 9 Reber. Spacing = 8.00 _ Center . _ 13.64in _ Reber Placed _ � ...respltantecc. Design Data i. Soil Pressure@ Toe = 1,062 psf OK fblFB+fall's _ 0.671 - Soil Pressure @ Heel _ 0 psf -OK Total Force @ Section Allowable _ 1,995 psf ,Service Level Ibs= 384.6. i .Soil Pressure Less Than Allowable - Strength Level lbs= ACI Factored @ Toe-: _. 1,486 psf = 0 PSI . Moment....Actual ACI Factored @Heel Service Level ft-#= 1,284.8 l Footing Shear @ Toe' _ 12.1 psi OK Strength Level ft•#=. li Footing Shear @ Heel - 3.8 psi OK Moment..... Allowable =. 1-,,914.7 Allowable _ 75.0 psi Shear:...Actual _ Sliding;Calcs - Service Level psi= 4.2 LateralSliding Force = 431.41bs 150.0 lbs ` Strength Levet Psi= less 10056 passive Force = - less 100% Friction Force = . 343;7 lbs Shear..... Allowable Psi= 45.4 Added Force Req'd = 0.0 lbs OK Anet (Masonry) in2 = 91.5D 3.75. 1.5 Stability = 153.4 lbs NG Rebar Depth.'d' in= ....for Masonry Data. ' fm psi= 1,500 Fs - psi = 20,000 Solid.Groutin9 - = Yes vertical component of active lateral soil Pressure IS = 21.48 in the calculation Of $011 bearing pressures. Modular Ratlo'n' B4.0 . i,,,, considered Wall Weight Psf= = 1.000 V Load Factors CBC 2019,ACI Building Code Short Term Factor Equiv. Solid Thick. in= 7.60 - Dead Coad .1.200 = Normal Weight Masonry. Block Type g '. :t 1.600 Live Load - Mason Design Method = ASD �' 9 ---- Eann; H 1.600 Concrete Data Wind, W 1.000 fc_, Pai= Seismic,E 1.000. Fy Psi= i Project Name/Number: 21-032 10 cat Black Structural Engineers, Inc. Title 6'-0" Fence Wall Page: 2 ., 1301 Dove Suite 960. Dsgnr: Date: 22 APR 2021 Newport Beach, CA 92660 Description.... (714) 514.4125. �!! This (Nall in File: c:lretainpro files121-032,10 catania.RPX. !eta n roc - u License: KW.06064974 Cantilevered Retaining Wall Code: CBC 2019,AC1318-14,TMS402-16 !i License To: Black Structural Engineers, Inc. Footing Data Footing Design. Results Toe Width - - _ 1.67 It Tge Heel HeelWidth _ 2.33 Factored. Pressure = 1,486 0 psf Total Footing Width _. 4.00 Mu': Upward = 19,459 2 ft-# Footing Thickness _ 12.00 in Mu': Downward _ 4,920 447 f-# Mu: Design _ 1,212 446 ft-# ° Key Width = 0.00 in Actual 1-Way $hear = 12.09 3.76 psi II Key Depth 0.00 in Allow 1-Way Shear = 75.00 76.00 psi Key Distance from Toe _ . 0.00 ft Toe. Reinforcing = 1114 @ 9.25 in fc = 2,500 psi ' Fy = 60,000 psi Heel Reinforcing = # 4 @ 9.25 in Footing Concrete Density _ 150.00pcf �f Key Reinforcing = None Speed - Min, As % _ 0.6018: Footing Torsion, Tu = 0.00 ft-lbs Cover @ Top 2.00 @-Btm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs !, If torsion exceeds allowable, provide supplemental. design for tooting torsion. Other Acceptable Sizes & Spacings Toe: '#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27,77 in, #8@ 36.57 in, #9@ 46 Heel:. #4@.9.25 in, #5@ 14.35 in, #5@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key:. No key defined .. Min footing T&SreinfArea 1.04 in2 - Min footing T&S reinf Area per foot 0.26 in2 At - - If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9,26 in , #4@ 18.52 in j #5@ 14.35. in #6@ 28.70 in #6@'2D.37 in. #6@ 40.74 in Summary of Overturning & Resisting Forces &Moments .....OVERTURNING..... - .....RESISTING..... Force .Distances - Moment Force". Distance Moment - Item _ lbs it -ft-# Itis - It 114 "res; (ab water:tbl) 55.8 0.66 31.0 Soli Over HL (ab. water tbl) 122.8 3.17 389.0 !I r:u Hct Pres (be water IN) Soil Over HL (bel. water IN) 3.17 389.0 Hydrostatic Force - Watre Table Buoyant Force _ Sloped Soil Over Heel - Surcharge over Heel s. Surcharge Over Heel i Surcharge 'Over Toe = Adjacent Footing Load. _ Adjacent Footing Load = Axial Dead Load on Stem = - I Added Lateral Load = 375.7 4.42 1,658.5 * Axial Live Load on Stem = Load @ Stem Above Soil = - Soil Over Toe = 91.7 0.83 76.4 _ - - Surcharge Over Toe = i StemWeight(s) 560.3 2.00 1,120.6 Earth @ Stem Transitions= Total _ 431.4 O.T.M.._ 1.,689.6 Footing Weighl = 600.0 2.00 1,200.0 Key Weight _ Resisting/Overturning Ratio _ 1.66Vert. Component Vertical Loads used for Soil Pressure = 1,397.4 lbs Total = 1;374.8 -lbs R.M = 2,785.9 * Axial live load NOT Included in total displayed or used for overturning ! 4 - resistance, but Is included for soil pressure calculation. - vertical. component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. _ i Vertical: component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.