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Home My WebLink AboutX2020-2830 - CalcsI.DE 723 ! M Claudina Street ` Anaheim. CA 92805 pE� Date: Project: o\0 Job #: 20-124 A E wlqtR% Building Division JUL 2 7 2020 By: D.E.A. Code: 2019 California Building Code Notice: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. LWGINEIJESIGNENGMER" . . . . . .. . . . . . . ... . . . . . . .. . Design Loads Roof Load Slope per Foot Roofing, Asphalt Shingles Sheathing,15/32" Framing, roof trusses Insulation, R30 Framing, for Ceiling Finish, 5/8" dw Mech. & Elect. Total Dead Load Live Load Total Load Floor Load Tvp. Finish Sheathing, 1 1/8" Framing, 14" TJI 210@16' o/c Insulation, R30 Finish, 5/8" dw Mech. & Elect. Mic Total Dead Load Live Load Total Load 4.00 : 12 s 6.00 psf s 1.66 psf s 2.28 psf s 0.38 psf 1.28 psf 1.90 psf 0.50 psf 14.00 psf 20.00 psf 34.00 psf 4.00 psf 4.00 psf 3.12 psf 0.38 psf 3.00 psf 0.50 psf 1.00 nsf 16.00 psf 40.00 psf 56.00 lost Exterior Wall Stucco, 7/8" Sheathing, 3/8" Framing Insulation Finish, 1-5/8" dw Item Allowance Total Dead Load Interior Wall Finish, 1-5/8" dw Sheathing, 3/8" Framing Insulation Finish, 1-5/8" dw Item Allowance Total Dead Load 9.00 psf 1.25 psf 2.26 psf 0.15 psf 2.80 psf 0.00 psf 0.54 psf 16.00 psf 2.80 psf 1.25 psf 1.44 psf 0.15 psf 2.80 psf 1.00 psf 0.56 psf 10.00 psf BEAM 01 L = 12.50 ft. Loads: TL FLL+DL DL At To Load Derivation: w1,plf= 563 263 263 0.00 12.50 ft. Roof15+Bm Wt R1 = 3518 1643 1643 lbs V reduced at Neither Support 4749 2709 R2 = 3518 1643 1643 lbs Vmax ----> 0 lbs 3518 lbs Try: At x = 6.25 ft V,x = 0 lbs b = M = 131.9 in -kips To Try: P LDF = 1.25 A = 39.38 inA2 Fv= 363 b = 3.5 in Case: 1 Total Load ps CL = 1.00 d = 9.25 in LDF = 1.25 E,min = 987 ks A = 32.38 inA2 Fv= 363 psi fv= 163 psi 45.0% S = 49.9 inA3 Fb = 3731 psi fb = 2643 psi 70.8% 1 = 231 inA4 E = 2000 ksi d,TL = 0.51 in L / 292 E,min = 987 ksi d,LL = 0.27 in L / 548 BEAM 02 L = 16.00 ft. Loads: TL FLL+DL DL At To Load Derivation: w1,plf= 794 454 364 0.00 16.00 ft. Roof`17+Ceiling Joist*9+Bm Wt R1 = 6351 3631 2911 lbs V reduced at Neither Support R2 = 6351 3631 2911 lbs Vmax ----> 6351 lbs At x = 8.00 ft V,x = 0 lbs M = 304.9 in -kips Try: P b = 3.5 in Case: 1 Total Load CL = 1.00 d = 14.00 in LDF = 1.25 A= 49.00 inA2 Fv= 363 psi fv= 194 psi 53.6% S = 114.3 inA3 Fb = 3563 psi fb = 2666 psi 74.8% 1 = 800 inA4 E = 2000 ksi d,TL = 0.56 in L / 341 E,min = 987 ksi d,LL = 0.31 in L / 629 BEAM 03 L = 12.00 ft. Loads: TL FLL+DL DL At To w1,plf= 792 452 362 0.00 12.00 ft R1 = 4749 2709 2169 lbs 49.9% R2 = 4749 2709 2169 lbs 63.4% At x = 6.00 ft V,x = 0 lbs 420 Try: P in L/ 773 b = 3.5 in Case: 1 To d = 11.25 in LDF = 1.25 A = 39.38 inA2 Fv= 363 ps S = 73.8 inA3 Fb = 3651 ps I = 415 inA4 E = 2000 ks E,min = 987 ks Load Derivation: Roof 17+Ceiling Joist*9+Bm Wt V reduced at Neither Support Vmax ----> 4749 lbs M = 171.0 in -kips tal Load CL = 1.00 fv= 181 psi 49.9% fb = 2316 psi 63.4% d,TL = 0.34 in Lf 420 d,LL = 0.19 in L/ 773 3 1/2 x 9 1/4 PSL 3 1/2 x 14 PSL 3 1/2 x 11 1/4 PSL 0 BEAM 04 L= Loads: w1, plf = P1,lbs = R1 = R2 = Atx= Try: b= d= A= S= 1= 12.00 ft. TL FLL+DL DL At To 84 44 44 0.00 12.00 ft. 4749 2169 2169 2.50 ft. 4261 1979 1979 lbs psi 1491 713 713 lbs 1689 2.50 ft V,x = 0 lbs at P1 d,TL = P in L/ 580 3.5 in Case: 1 To 11.25 in OF = 1.25 39.38 inA2 Fv = 363 ps 73.8 iO3 Fb = 3651 ps 415 inA4 E = 2000 ks E,min = 987 ks Load Derivation: Roof"2+Bm Wt +BEAM 03 V reduced at Neither Support Vmax ----> 4261 lbs M = 124.7 in -kips Tot Load CL = 1.00 fv= 162 psi 44.8% fb = 1689 psi 46.3% d,TL = 0.25 in L/ 580 d,LL = 0.13 in L/ 1090 3 1/2 x 11 114 PSL a— ------------------ I I I I I I I I T1 4 508 De Anza Dr, Corona Del Mar, CA 92625, USA Latitude, Longitude: 33.5927175, -117.8611798 Se4ecdb`�/7ol Or &pace Five Crowns o Tempera rllyt closed - 1 'y o a, o Y to - '-Seams Fa oypO�d m <<� � kora Ga p a° oI cA a i, �¢F day j.C70Ggl2o 0\1"ooyRa,. nPRa Date Design Code Reference Document Risk Category Site Class 7/19/2020,10:51:58 PM ASCE7-16 II D - Default (See Section 11.4.3) OSHPD SUr`e 0 Map data 02020 Type Value y� Description ,. Ss 1.343 MCER ground motion (for 0.2 second period) Sr 0.476 MCER ground motion. (for 1.0s period) SMs 1.612 Site -modified spectral acceleration value Sur null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.074 Numeric seismic design value at 0.2 second SA Sm null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA '.. Type Value Description '. SDC null -See Section 11.4.8 Seismic design category F, 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.586 MCEc peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.703 Site modified peak ground acceleration TL 8 Long -period transition period in seconds I SsRT 1.343 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.476 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.643 Factored deterministic acceleration value. (0.2 second) S1RT 0.476 Probabilistic risk -targeted ground motion. (1.0 second)', S1UH 0.516 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.825 Factored deterministic acceleration value. (1.0 second) PGAd i 1.064 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.91 Mapped value of the risk coefficient at short periods Type Value Description CRi 0.922 Mapped value of the risk coefficient at a penod of 1 s '.. DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application 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. SEAOC / OSHPD do 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 seismic data 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 search results of this website. Derivation of Lateral Strip Loads Structure Geometry. Use Alternate ASD Load Combinations Pitch: . ; a' / 12 1st story:ft. plate Podium: Ift. above grade Long. Width= 'S�,'#jft Trans. Width = Vjmft Mean Roof Height = 11.88 ft Wind Load - per ASCE 7-16 Exposure: BEW Kz = 0.85 0' to 15' 0.90 at 20' 0.95 at 25' 0.98 at 30' 1.01 at 35' 1.04 at 40' q = .00256*Kz*Kzt*Kd *VA 2*Iw = K,z interpolated for heights over 15' L/B h/L CP V= _ mph (3 -second gust) Kzt = 1.0 Topographic Factor Kd = 0.85 Directionality Factor I,w = 1 21.76 * Kz Longitudinal Transverse = 1.15 0.87 = 0.26 0.22 = 0.8 0.8 -0.5 -0.5 EM EM 1.8 1.8 -1.2 -1.2 0= 18.435 degrees at windward wall elements at leeward wall elements at windward sloping roof at leeward sloping roof at windward parapet walls at leeward parapet walls GC,pi = 0.18 gGC,pi = 3.3 psf Internal Press. (pos. & neg.) G = 0.85 For Rigid Structures m = 1.3 Wind Load Factor for Alternate ASD Loads P = w * (q*G*Cp * q*GC,pi) i Seismic Load -Equivalent Lateral Force Procedure per ASCE 7-16 Site Class: $Assumed Occupancy Category F,a= 0.85 SDS=2/3*F,a*Ss Ss- ',ig SDS= 1.07 F,v=#N/A S,D1=2/3*F,v*S1 S,1 = Mg S,D1 = 0.54 Seismic Design Category. OD .2*S,DS = 0.21 1+.2*S,DS/1.4 = 1.15 * D Net Seismic D.L. Resisting Factor= .9-.2*S,DS/1.4 = 0.75 * D I,e = Determine Structure Period. CA = 0.02 for light -framed buildings x = 0.75 k = 1 Vertical Distribution Exponent Seismic Response Coefficient: P-11 C,base = S,D1 * I / RT C,max = S,DS * I / R C,min =.044*S,DS *I Seismic Design Category E or F: C,min = 0.5 *S1 *I/R C's = [p]* C / 1.4 Reliability/Redundancy Factor: E= [p]* C,s*W+.2*S,DS*D R h,n = 8.00 ft T = 0.095 = C,t (h,n)AX Longitudinal Transverse i.,� 1 s.ESsem �^ a, �MA ` 4 . amps "a4�'r; 0.872 0.872 0.165 0.165 0.047 0.047 --- >1 0.000 10.000 <--- Vs = 1 0.153 10.153 p - Longitudinal Transverse i.,� 1 s.ESsem �^ a, �MA ` 4 . amps "a4�'r; 1.30 Derive Strip Loads: Longitudinal Direction RDL=ROOF DL FDL=Floor DL DDL=Ext,wall WDL=Int,wall L1 1 Story condition d to ridges d to ridge: rs D /12 pitch: 4.0 /12 8.00 ft plt from w,trib: 13.67 s _ + _ 46.50 h,avg = 12.00 ftfor 53.67 ft Wind -------- Windward Surface ----------- ---------- Leeward Surface ----------- h,bot h,eff h,top h,bot h,eff Kz avg Cp h,top h,bot h,eff Kz avg Cp 5.67 Roof 12.00 8.00 4.00 0.8500 0.2 12.00 8.00 4.00 0.8500 -0.7 0.8500 Wall 1: 8.00 0.00 4.00 0.8500 0.8 8.00 0.00 4.00 0.8500 -0.5 180 plf Seismic Roof: 0.153 * ( +RDL*49+DDL*8*2+WDL*8*2) wx hx wx*hx factor 184 plf Seismic Distribution wx hx wx*hx factor Seismic Distribution R 1200 8.00 9600 0.153 Transverse Direction T1 1 Story condition d to ridges pitch: 4.0 /12 8.00 ft pit from w,trib: z h,avg = 13.67 It for 46.50 ft Qd9 Wind --------- Windward Surface ----------- ---------- Leeward Surface ----------- h,top h,bot h,eff Kz avg Cp h,top h,bot h,eff Kz avg Cp Roof 13.67 8.00 5.67 0.8500 0.2 13.67 8.00 5.67 0.8500 -0.7 Wall 1: 8.00 0.00 4.00 0.8500 0.8 8.00 0.00 4.00 0.8500 -0.5 211 plf Seismic Roof: 0.153 * ( +RDL*53+DDL*8*2+WDL*8*2) 194 plf wx hx wx*hx factor Seismic Distribution R 1264 8.00 10112 0.153 to to Line: 1 Wall: a b c d e f L,wall: 14.00 ft total > E q D0 1,O QQ E O OO x 0 00 O D0 ObO r V,w = rt 2338 lbs = L1 R*26/2 = 2338 lbs L1R*16/2 V,s(f) = 2394 lbs (flexible diaphragm) = 1439 lbs Sum and individual wall seismic loads W rigid diaphragm: V,abv V,s(r) _ v,wall = 0 lbs ----> 0 0 171 plf vs = 171.03 plf--> 0 0 85.513 Ib/nail 0 0§, e,n = 0.0031 ter^ L, top plt = 0.00 ft Wall 1: 4.00 ft Fdtn Hldn V,abv V,s(r) = Ht = 8.00 ft h/w = 2.00 OK * ###### OTM = 5472 ft-lbs P = 1368 lbs 184 plf vs = RM = 2419 ft-lbs = 0.747 Ib/nail e,n = 0.0039 Uplift = 763 lbs 4.00 ft r(Tt n7 H I d n Wall 2: 10.00 ftFdtn Hldn Ht = Ht = 8.00 ft h/w = 0.80 OK OTM = 13680 ft-lbs P = 1368 lbs P = 1472 RM = 15120 ft-lbs = RM = Uplift = -144 lbs Line: 2 Wall: a b c d e f L,wall: 8.00 ft total -> V,w = 1439 lbs = L1R*16/2 = 1439 lbs V,s(f) = 1473 lbs (flexible diaphragm) Sum and individual wall seismic loads W rigid diaphragm: V,abv V,s(r) = 0 lbs ----> 0 0 0 0 0 0 v,wall = 184 plf vs = 184.18 plf--> 92.091 Ib/nail e,n = 0.0039 Wall 1: 4.00 ft r(Tt n7 H I d n Ht = 8.00 ft h/w = 2.00 * OK * ###### OTM = 5888 ft -lbs P = 1472 lbs RM = 1382 ft -lbs = 0.747 Uplift = 1126 lbs Line: 3 Wall: a b c d e f L,wall: 12.00 ft total -> a V,w = 1474 lbs = T1R*14/2 1474 lbs V,s(f) = 1358 lbs (flexible diaphragm) Type #7 A35's 24 in o/c HDU2 Holddown OK at corner condition No Holddowns req'd Type #7 HDU2 Holddonw OK at corner condition Sum and individual wall seismic loads w/ rigid diaphragm: V,abv V,s(r) = 0 lbs ----> 0 0 0 0 0 0 v,wall = 123 plf v,s = 113.17 plf--> 56.585 Ib/nail e,n = 0.0009 , Type #7 Wall 1: 12.00 ft FF -d -t —n -I H I d n Ht = 8.00 ft h/w = 0.67 OK * ###### OTM = 11808 ft -lbs P = 984 lbs AB's: 5/8 in 72 in o/c RM = 14515 ft -lbs = 0.667 No Holddowns req'd Uplift = -226 lbs IRE 723 % N. Claudina Street Anaheim, CA 92805 Date: December 05, 2020 Project: Structural engineering for House Remodel. Subject: Calculations for Field Revision. BUILDING DIV DC.0 P 0 Code: Notice: IMAGINE DESIGN ENGINEER Job #: 20-124 2019 California Building Code The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. Design Loads Roof Load Exterior Wall Slope per Foot 4.00: 12 Stucco, 7/8" Roofing, Asphalt Shingles s 6.00 psf Sheathing, 3/8" Sheathing, 15/32" s 1.66 psf Framing Framing, roof trusses s 2.28 psf Insulation Insulation, R30 s 0.38 psf Finish, 1-5/8" dw Framing, for Ceiling 1.28 psf Item Finish, 5/8" dw 1.90 psf Allowance Mech. & Elect. 0.50 psf Total Dead Load Total Dead Load 14.00 psf Live Load 20.00 psf Interior Wall Total Load 34.00 psf Finish, 1-5/8" dw Sheathing, 3/8" Floor Load Tvo. Framing Finish 4.00 psf Insulation Sheathing, 1 1/8" 4.00 psf Finish, 1-5/8" dw Framing, 14"TJI210@16' o/c 3.12 psf Item Insulation, R30 0.38 psf Allowance Finish, 5/8" dw 3.00 psf Total Dead Load Mech. & Elect. 0.50 psf Mic 1.00 psf Total Dead Load 16.00 psf Live Load 40.00 psf Total Load 56.00 psf 9.00 psf 1.25 psf 2.26 psf 0.15 psf 2.80 psf 0.00 psf 0.54 psf 16.00 psf 2.80 psf 1.25 psf 1.44 psf 0.15 psf 2.80 psf 1.00 psf 0.56 psf 10.00 psf BEAM 02 L = 16.00 ft. Joist at 16 in oc Loads. Loads: Loads: TL FLL+DL DL At To W1,plf= Load Derivation: 95 95 W1,plf= 794 454 364 0.00 16.00 ft. R1 = Roof*17+Ceiling Joist*9+Bm Wt P1,lbs = 851 401 401 8.00 ft. R2 = +BEAM 05 (4x12) 401 lbs R1 = 6777 3832 3112 lbs V reduced at Neither Support 0 lbs R2 = 6777 3832 3112 lbs Vmax ----> S 6777 lbs At x = 8.00 ft V,x = 0 lbs at P1 3.5 in M = 345.7 in -kips CL = Try: P 11.25 in LDF = 1.25 Cr = 1.00 A= b = 3.5 in Case: 1 Total Load 32 psi CL = 1.00 d = 14.00 in LDF = 1.25 623 psi 50.3% 4x12 DF #2 1= 415 inA4 A= 49.00inA2 F'v= 363 psi fv= 207 psi 57.2% S = 114.3inA3 F'b = 3563 psi fb = 3024 psi 84.9% 3 1/2 x 14 PSL I = 800 inA4 E = 2000 ksi d,TL = 0.64 in L / 300 E,min = 987 ksi d,LL = 0.35 in L/ 556 4X12 FLUSH BEAM L = 18.00 ft. Joist at 16 in oc Loads. Loads: TL FLL+DL DL At To Load Derivation: W1,plf= W1,plf= 95 95 45 0.00 18.00 ft. +Ceiling joist*5+Bm Wt R1 = 851 851 401 lbs V reduced at Neither Support R2 = R2 = 851 851 401 lbs Vmax ---> 851 lbs At x = At x = 9.00 ft V,x = 0 lbs M = 46.0 in -kips Try: Try: S b = b = 3.5 in Case: 2 F,LL + DL CL = 1.00 - d = 11.25 in LDF = 1.25 Cr = 1.00 A= A= 39.38inA2 Fv= 225 psi fv= 32 psi 14.4% S = 73.8 W3 Pb = 1238 psi fb = 623 psi 50.3% 4x12 DF #2 1= 415 inA4 E = 1600 ksi d,TL = 0.34 in L / 643 E,min = 580 E,min = 580 ksi d,LL = 0.18 in L/ 1215 FLOOR JOIST REIFORCEMENT L = 6.00 ft. Joist at 16 in oc Loads. TL FLL+DL DL At To Load Derivation: W1,plf= 72 72 19 0.00 6.00 ft. +Floor*1.33 R1 = 215 215 56 lbs V reduced at Neither Support R2 = 215 215 56 lbs Vmax ---> 215 lbs At x = 3.00 ft V,x = 0 lbs M = 3.9 in -kips Try: S b = 3 in Case: 2 F, LL + DL CL = 1.00 d = 3.50 in LDF = 1.00 Cr = 1.15 A= 10.50inA2 F'v= 180 psi fv= 31 psi 17.1% S = 6.1 inA3 F'b = 1553 psi fb = 633 psi 40.8% (2) 2x4 DF #2 1= 11 inA4 E = 1600 ksi d,TL = 0.12 in L/ 590 E,min = 580 ksi d,LL = 0.09 in L/ 796