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Home My WebLink AboutX2021-3408 - CalcsZ v��bv6d9� c� JRM ENGINEERING AND DESIGN Abel Restoration 12/15/2021 page 1 of 14 P.O. box 771 44 2 Weybridge, CA '� f},^ lob#2021-238 CORONA,51.2CA 92e77 Newport Beach, CA VYI,PN' .VFW 1 9 •235.0276 1n �0� • �%jj Oq BUILDING DIVISION DEC 2 0 2021 BY: D.A. Structural Calculations for Restoration for Abel Residence at 2 Weybridge Court Newport Beach, CA 92660 12/16/2021 JRI4 CNOINKERIND AND 091516N Abel Restoration P.O. SOX 77144 2 Weybrtoge Ct CORONA, CA 92a77 Newport Beach, CA 951'235-DZ7. TABLE OF CONTENTS .... .� page LOAD SPECIFICATIONS 3 LATERAL CALCULATIONS 4 SITE SPECIFIC DESIGN VALUES 4 GRIDS AND LATERAL SECTIONS DIAGRAM 5 WIND ANALYSIS, B SEISMIC ANALYSIS 7 SHEAR LINE LOADING 9 LATERAL LINES 10 BEAM CALCULATIONS 13 12/15/2021 page 2 of 14 Job #2021-230 JRM CNOINCRRINU AND DCRION Abel Restoration 12/15/2021 page 3 of 14 F.D. eox 77744 2 Weybridge Ct Job #2021-238 CORONA, CA 92877 Newport Beach, CA 9 S I -235-owls LOAD SPECIFICATIONS Jurisdiction: 2019 CBC Site Class: D - Default (See Section 11.4.3) SDC: D Occupancy Category: If Soil Bearing: 1500 Wind Speed: 100 Soil Passive: 100 Wind Exposure: C Wind Importance: 1 GRAVITY LOADS Dead Load Live Load Total Load Roof 20.22 20.00 40.22 W @ 16" o.c. 1.99 1/2" Plywood 1.50 Felt 0.25 Roofing 6.00 Misc 1.5 Solar Panels 3.00 1/2" Gyp Board 2.50 Insulation 1.50 2x8 (j 16" o.c. 1.99 Exterior Wall 16.46 0.00 16.46 2x4 16" o.c. 0.96 1/2" Plywood 1.50 Stucco 10.00 1/2" Gyp Board 2.50 Insulation 1.50 Inlerlor Wall 7.46 0.00 7.46 2x4 @ 16" o.c. 0.96 1/2" Gyp Boom 2.50 1/2' Gyp Board 2.50 Insulation 1.50 Floor 10.83 40.00 50.83 2x12 @ 16" o.c. 3.08 Carpet 1.50 Insulation 1.50 3/4" plywood 2.25 Undedaymenl 1 Insulation 1.50 1/2" Gyp Board 2.50 not used 0.00 0.00 0.00 not used 0.00 0.00 0.00 not used 0.00 0.00 0.00 JRM ENOINCCRIND AND DC/ION Abel Restoration 12/15/2021 page of 14 v.o. eoa vv 1 as 2 Weybridge Ct Job #2021-238 .Os..A, CA 92877 Newport Beach, CA 951-235-0278 LATERAL CALCULATIONS Site Specific Design Values Values taken from "seismicmaps.org" ASCE7-16 Risk Category it Site Class ull (See Section 11.4.3( Latitude, Longitude: 33.6302868, .117.8644304 Be= 1.316 SMs= 1.579 Sos= 1.052 S1 = 0.468 S., = null -See Section 11.4.8 Sot = null -See Section 11.4.8 JRM ENOINEERINO AND DEMION Abel Restoration 12/15/2021 pages of 14 P.D. Box 77144 2 Weybridge Cl Job #2021-238 CORONA, CA 92877 Newport Beach, CA ss 1-233-0276 GRIDS AND LATERAL SECTIONS DIAGRAM \M I EXIa ING EXI8TIN0 Jill CNDIN66RIND AND DCRIDN Abel Restoration P.C. BOX 77144 2 Weybridge Cl CORONA, CA 92e77 Newport Beach, CA 1.1.235-0296 WIND (ASCE 7-16 28.5.3) pe= 0.6Ak.ps�s V = 100 mph Exposure Category = C A = function of height and exposure, see table below k, 1.0 Psao = 22.0 psi Section Max. Ht. Above -0 A pressure (psp x Wind Height (ft) = Wnd Force (pill 1 LONG 30.0 1.40 18.48 13.00 240.24 1 TRANS 30.0 1.40 18.48 8.50 157.08 2 LONG 20.0 1.29 17.03 10.00 170.28 2TRANS 20.0 1.29 17.03 10.00 170.28 3 LONG 30.0 1.40 18.48 18.00 332.64 3TRANS 30.0 1.40 18.48 11.50 212.52 12/15/2021 page 6 of 14 Job#2021-238 JRM ENDINCCRIND AND DESHOIN Abel Restoration 12/15/2021 page? of 14 P.C. Box 77144 2 Weybndge Ct Job #2021-238 CowoNA, CA azsvv Newpon Beach, CA ssr-zas-vz vs SEISMIC (ASCE 7-16 12.8 and/or 12.14.8.1) Latitude, Longitude: 33.6302868,-117.8644304 Site Class = D- Default (See Section 11.4.3) Risk Category = II R = 6.5 1= 1.0 # of stories 2 F= 1.1 p= 1.3 TL= 8.0 seconds h = 30 ft. S, = 1.32 S, = 0.47 F. = 1.20 Fv = 1.83 SMs = 1.58 S" = 0.80 Sos=(2J3)Szs= 1.05 SDI =(2/3)Sur= 0.57 Cr= 0.02 x = 0.75 h'= 12.82 Ta=Cthx= 0.26 C, = 1.40 C T, = 0.36 T6=S.A..= 0.54 0.8T, = 0.43 T. < 0.8T, OK C T, < T. OK Sr < 0.75g OK distance between LFRS = 40 <= 40 OK 11.4.8 exception #2 used? yes Seismic Design Category= D Simplified Design pFSosW _ Seismic Base Shear, V = 1 4(R/I) - n/a simplified design not used Seismic Base Shear, V = PCsW/1.4 (ASCE 7-16, 12.8-1) Cs 0.16 (R/p or need to to exceed Cs = 19m = 0.343 T(R/I) or Cc= SoiT' = 10.692 T'(R/1) Cs shall not be less than = 0.05 for 5i>0.6, min. Cs= 0.5s, = 0.04 use Cs= 0.162 USEV= 0.150 W JRM ICNOINGCRINO AND DCRION Abel Restoration 12/16/2021 page of 14 v.C. eoz 77144 2 Weybddge Ct Job#2021-238 CORONA, CA 92577 Newport Beach, CA 951.2. 5-0296 SEISMIC (ASCE 7-16 12.8 and/or 12.14.8.1) - continued Roof Cla.+ Floor Dial. + Exterior Walls+ Interior Walls Section In, Fx/wx (psf x ft:depth)+ (psf xfl-depth)+ (psfx ft.x 1/2 h1.)Idepth+ (psf x R.x 1/2 ht.)/depth 20.22 p f 10.83 psf 16.46 psf 7.46 pat 606.72 + 0.00 + 151.00 + 122.00 1 LONG 25 1.281 mass = 87972 pit seismic force= 169.52 pit 869.63 + 0.00 + 151.00 + 122.00 1 TRANS 25 1.281 mass = 114263 pit seismic force= 220.18 pit 0.00 + 325.02 + 378.00 + 211.00 2 LONG 12 0.615 s= 91402 elf seismic force= 84.54 pit 000 + 465.88 + 378.00 + 211.00 2 TRANS 12 0.615 mass = 105486 pit seismic fame 9757 pit 606.72 + 0.00 + 189.00 + 56.00 3 LONG 24 1.230 mass = $5172 Elf seismic force= 157.56 pit 485.15 + 0.00 + 189.00 + 56.00 3 TRANS 24 1.230 mas = 71015 pIf seismic force= 701.37 pit NIRM CNOINECRINO AND 096I0N Abel Restoration 12/15/2021 page of 14 P... Fos ev 144 2 Weybridge Ct Job #2021-238 CORONA, CA 9ZE71 Newport Beach, CA 9S r -23 s-Da ve SHEAR LINE LOADING Line 1 15'1TW+15'2TW+4.5'3TW = 5866.74 lb 15'1TS+15-2TS+4.5'3TS = 5357.35 lb Governing Wind = 5866.74 lb Governing Seismic = 5357.35 Ib Line 2 11'31-W = 3659.04 lb 11'31-S = 1733.12 lb Governing Wind = 3659.04 Ito Governing Seismic = 1733.12 lb JRN ENGINEERING AND DESIGN Abel Restoration P.D. Box 99144 2 Weybridge Cl CORONA, CA 92877 Newport Beach, CA 9 S I -235-0276 SHEAR LINE 1 Wind Force to Line= 5B66.74 lb Seismic Force to Line= 6357.35 Ib Governing Force = 5866.74 It) Maximum Drag Force = Diaphragm Length = 30.00 ft Diaphragm Shear= Total Shear Panel Wall Length = 20.0 ft Wall Shear This Line= Element Length = 20.0 It Element Force= Stacked Form = 0.00 lb Total Force= Element Unit Shear = 293.34 plf Shear Panel Options: Element Height = A(160 pit: NO Net Moment Above= B(240 plo: NO OT Moment This Level= C(310 PK): YES Total OT Moment= D (410 p10: YES F (340 piF): YES Tributary Dead Load: G (510 plf): YES Roof = H (665 pt: YES Floor= J (870 pt: YES Exterior Wall Above = Interior Wall Above= double sided panels: Panel Dead Load = GG (1020 ply: YES Total Tributary Load = HH(1330 pIQ: YES Panel End Load= JJ (1740 p0): YES Resisting Moment= (0.6-0.14-Sos)'Resisting Moment = Net OTM = Sill / Top Plate Options: Holdown Force = 16d Nails@ 4 D.C. 3/8" x 6-1/2" lag bolts @ 10 O.C. 5/8" anchor bolts @ 48 D.C. A35 clips® 18 D.C. LTP4 clips @ 24 D.C. 1/2"anchor bolts@ 35 D.C. a 1955.58 lb 195.56 p8 293.34 plf 5866.74 It, 5866.74 lb 10 ft 0.00 ft-lb 58667.40 ft-lb 58667.40 ft-lb 0 x 20.22 = 0.00 lb 9 x 10.83 = 97.51 lb 0 x 16.46 = 0.00 lb 0 x 7.46 = 0.00 lb 10 x 16.46 = 164.59 Ib 262.10 lb 500.00 It, 62419.20 ft-lb 28251A3 ft-lb 30415.97 1520.80 12/15/2021 page 10 of 14 Job #2021-238 JR14 ENOINKERIN0 ^NO DIL4111ION Abel Restoration 12/15/2021 page 11 of 14 P.D. Box 77144 2 Weybndge Cl Job #2021-238 ca.on A, CA 92877 - Newport Beach, CA 951-235-0276 SHEAR LINE 2 Wind Force to Line= 3659.04 lb Seismic Force to Line= 1733.12 to .. Factored Seismic Force to Line= 2599.68 lb factored to allow 3.5:9 max h:w ratio Governing Force = 3659.04 lb Maximum Drag Force = 2500.34 Ib Diaphragm Length = 30.00 ft Diaphragm Shear= 121.97 p9 Total Shear Panel Wall Length = 9.5 ft Wall Shear This Line = 385.16 plf Element Length = 5.5 ft Element Force = 2118.39 to Stacked Force = 0.00 lb Total Force = 2118.39 It, Element Unit Shear = 385.16 pit Shear Panel Options: Element Height= loft A(160 p1p: NO Net Moment Above= 0.00 ft-lb B (240 pip: NO OT Moment This Level = 21183.92 ft-lb C(310 id): NO Total OT Moment= 21183.92 ft-lb D (410 plf): YES F (340 pIf): NO Tributary Dead Load: G (510 plf): YES Roof= 3 x 20.22 = 60.67 lb H (665 pin: YES Floor= 0 x 10.83 = 0.00 lb J (870 plf): YES Exterior Wall Above = 0 x 16.46 = 0.00 It, Intenor Wall Above = 0 x 7.46 = 0.00 lb double sided panels: Panel Dead Load = 10 x 16.46 = 164.59 lb GG (1020 pit): YES Total Tributary Load = 225.26 lb HH (1330 pip: YES Panel End Load = 500.00 lb JJ (1740 pip: YES Resisting Moment = 6157.09 ft-lb (0.6-0.14'50s)'Resistin9 Moment= 2786.75 ft-lb Net OTM = 18397.17 Sill Top Plate Options: Holdown Force= 3344.94 16d Nails ® 3 D.C. 318" x 6-112" lag bolts @ 8 D.C. 5/8" anchor bolts Q 38 D.C. A35 clips 14 D.C. LTP4 clips (d 20 D.C. 1/2" anchor bolls 26 D.C. IENOIN6[RINO AND D[RION ox 99144 -- C0Rc, CA 9.877 951'235-0296 SHEAR LINE 2 PANEL 2 Element Length= 4.00 it Stacked Force = 0.00 lb Element Unit Shear= 385.16 pit Shear Panel Options: A (160 plf): NO B (240 pill): NO C (310 plf): NO D (410 plp: YES F (3!7 plp: NO G (510 plp: YES c H (665 plf): YES J (870 plf): YES double sided panels: GO (1020 pit): YES HH (1330 pit): YES JJ (1740 plf): YES Sill / Top Plate Options: 16d Nails @ 3 O.C. 3/8" x 6-112" lag bolts @ 8 O.C. 5/8" anchor bolts @ 38 O.C. A35 dips @ 14 O.C. LTP4 clips @ 20 O.C. 1/2" anchor bolts@ 26 O.C. Abel Restoration 2 Weybridge Ct Newport Beach, CA��/) Element Force = 1540.651b Total Force = 1540.65 It, Element Height= 12ft Net Moment Above= 0.00 ft-lb OT Moment This Level= 18487.78 ft-lb Total OT Moment = 18487.78 ft-lb Tributary Dead Load: Roof= 4 x 20.22 = 80.90 lb Floor= 0 x 10.83 = 0.00 to Exterior Wall Above= 0 x 16.46= 0.00 to Interior Wall Above= 0 x 7.46= 0.00 lb Panel Dead Load = 12 x 16.46 = 197.51 lb Total Tributary Load = 278.40 to Panel End Load = 500.00 lb Resisting Moment = 4227.23 ft-lb (0.6-0.14'Sos)*Resisting Moment= 1913.28 ft-lb Net OTM= 16574.50 Holdown Force= 4143.63 12/15/2021 page 12 of 14 Job #2021-238 JRM ENGINEERING AND DESIGN Abel Restoration 12/15/2021 page 13 of 14 F.D. BOX 77144 2 Weybr dge Ct Job #2021-238 c ore.. , cn Newport Beach, CA 9 a 1-za s-0276 BEAM CALCULATIONS Beam: 1.0 Description: existing roof bm Length: 22.5 It Left Support: 0.0 If Right Support: 22.5 If USE Existing Beam - Calc'd for Rx Only F, = 10000.00 A = 10000.00 Fv = 10000.00 S = 10000.00 Shear Factor = 10000.00 1=1000000.00 Fb = 10000.00 Co'C, = 1.00 E = 1.0E+05 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (psp Tributary (ft) Load (pip Roof 20.22 20.0 14.00 563.1 Exterior Wall 16.46 0.0 0.00 0.0 Interior Wall 7.46 0.0 0.00 0.0 Floor 10.83 40.0 0.00 0.0 not used 0.00 0.0 0.00 0.0 ILL Reduction 0.00 -2.3 0.00 0.0 Total = 563.1 Point Load Total Load (Ibs) Dist X (ft) Rx from- 0.0 0.0 Moment (max) 35635.95 ft-Ibs Reaction(left/right)= 6335.28 Ibs 6335.28 Ibs Shear(lef/right)= 6335.28 Ibs 6335.28 Ibs Deflection Limit = 1.125 in @ U 240 Section Properties Required Area„ss= 6335.28 in` < 10000.00 OK 63.4% Section Modulus„,, 42.76 in' < 10000.00 OK 0.4% Moment of Inertia„, 28865.12 in' < 1000000.00 OK 2.9% Bearing Length„gb= 0.00 in single 2x trimmer OK Beam: 2.0 Description: existing hip bm Length: 10.0 It Left Support: 0.0 It Right Support: 10.0 it USE Existing Beam - Calc'd for Rx Only F, = 10000.00 A = 10000.00 Fv = 10000.00 S = 10000.00 Shear Factor = 10000.00 1=1000000.00 Fb = 10000.00 Co"C, = 1.00 E = 1.0E+05 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (psf) Tributary (ft) Load (plf) Roof 20.22 20.0 0.00 0.0 Exterior Wall 16.46 0.0 0.00 0.0 Interior Wall 7.46 0.0 0.00 0.0 Floor 10.83 40.0 0.00 0.0 nolused 0.00 0.0 0.00 0.0 nolused 0.00 0.0 0.00 0.0 Total 0.0 Point Load Total Load (Ibs) Dist'x (ft) Roof as Point Load 1005.4 6.7 Moment (max)= 2234.33 ft-Ibs Reaction(left/right)= 335.15 IIns 670.30 Ibs Shear(left/right)= 335.15 Ibs 670.30 Ibs Deflection Limit = 0.500 in @ U 240 Section Properties Required Area„qe= 335.15 in` < 10000.00 OK 3.4% Section ModUlus„gd = 2.68 in' < 10000.00 OK 0.0% Moment of InerOaa„ss = 804.36 in' < 1000000.00 OK 0.1 % Bearing Length„av= 0.00 in single 2x trimmer OK A JRM CNDINCCRIND AND DCCION P.D. Molt 77144 DOPONAI CA 9281 951-235-029fi BEAM CALCULATIONS Abel Restoration 2 Weybndge Ct Newport Beach. CA Beam: 3.0 Description: living or nor Length: 11.5 8 Left Support: 0.0 it Right Support: 11.5 it USE 3.5x 14 PSL F, = ruv.00 A =49.00 Fv = 285.00 5 = 114.33 Shear Factor = 1.50 1=800.33 Fb = 2900.00 Co'C, = 1.00 E = 2.0E+06 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (psf) Tributary (ft) Load (pit) Roof 20.22 20.0 4.00 160.9 Exterior Wall 16.46 0.0 6.00 983 Intenor Wall 7.46 0.0 0.00 0.0 Floor 10.83 40.0 0.00 0.0 notused 0.00 0.0 0.00 0.0 not used 0.00 0.0 0.00 0.0 Total = 259.7 Point Load Total Load (Ihs) Dist Y (ft) Rx from Ll+L2 6670.4 8.5 Moment (max)= 19083.29 ft-Ibs Reaction(left/right)= 3233.10 Ibs 6423.30 Ibs Shear(leNright)= 3233.10 Ihs 6423.30 Ihs Deflection Limit 0.575 in @ L/ 240 Section Properties Required Arsons 17.02 in` < 49.00 OK 34.7% Section Modulus„av= 78.97 in' < 114.33 OK 69.1% Moment of Inertia,=nv= 395.02 in' < 800.33 OK 49.4% Bearing Length„Qa= 2.45 in "single 2x trimmer not sufficient 12/15/2021 page 14 of 14 Jab #2021-238 JRM ENGINEERING AND DESIGN Abel Restoration 12/15/2021 page 1 of 14 P.D. Box 77144 2 Weybridge Ct Job #2021-238 CORONA, CA 92877 Newport 9each, CA 951-235.0276 Structural Calculations for Restoration for Abel Residence at 2 Weybridge Court Newport B JRM ENOINEERIND AND DC8I0N Abel Restoration R.O. Box 77144 2 Weybrioge Ct CORONA. CA e2877 Newport Beach, CA ,, ,-235-0296 TABLE OF CONTENTS page LOAD SPECIFICATIONS 3 LATERAL CALCULATIONS 4 SITE SPECIFIC DESIGN VALUES 4 GRIDS AND LATERAL SECTIONS DIAGRAM 5 WIND ANALYSIS B SEISMIC ANALYSIS T SHEAR LINE LOADING 9 LATERAL LINES 10 BEAM CALCULATIONS 13 12/15/2021 page 2 of 14 Jab #2021-236 JRM ENGINEERING AND DESIGN P.O. Box 77144 CORONA,CA 92877 951-2350296 LOAD SPECIFICATIONS Abel Restoration 2 Weybndge Cl Newport Beach, CA Jurisdiction: 2019 CDC Site Class:D- Default(See Section 11.4.3) SDC: D Occupancy Category: II Soil Bearing: 1500 Wind Speed: 100 Soil Passive: 100 Wind Exposure: C Wind Importance: 1 GRAVITY LOADS Dead Load Live Load Total Load Roof 20.22 20.00 40.22 2x8 @ 16" o.c. 1.99 1/2" Plywood 1.50 Felt 0.25 Roofing 6.00 Mist; 1.5 Solar Panels 3.00 1/2' Gyp Board 2.50 Insulation 1.50 2x8 @ 16" o.c. 1.99 Exterior Wall 16.46 0.00 16.46 2x4 @ 16" o.c. 0.96 1/2'Plywood 1.50 Stucco 10.00 1/2' Gyp Board 2.50 Insulation 1.50 Interior Wall 7.46 0.00 7.46 2x4 @ 16" o.c. 0.96 1/2' Gyp Board 2.50 1/2' Gyp Board 2.50 Insulation 1.50 Floor 10.83 40.00 50.83 2x12 @ 16" o.c. 3.08 Carpel 1.50 Insulation 1.50 3/4" plywood 2.25 Undeflayment 1 Insulation 1.50 1/2' Gyp Board 2.50 not used 0.00 0.00 0.00 not used 0.00 0.00 0.00 not geed 0.00 0.00 0.00 12/15/2021 page 3 of 14 Job #2021-238 JRM ENDIN[ERINO AND DIRION Abel Restoration 12/15/2021 page of 14 ,,. a.. v� 144 2 Weybr dge Ct Jab #2021-238 CDRDUA, CA 92877 Newport Beach, CA 951-235-0276 LATERAL CALCULATIONS Site Specific Design Values Values taken from "seismicmaps.org" ASCE7.16 Risk Category II Site Class ull (See Section 11.4.3) Latitude, Longitude: 33.6302868,.117.8644304 %= 1.316 Sas= 1.579 SDa= 1.052 SI = 0.468 Srnl = null -See Section 11.4.8 SDI = null -Sea Section 11.4.8 JRM ENGINEERING AND GCRIGN Abel Restoration 12/115/2021 page of 14 P.D. Box 77144 2 Weybridge Ct Job #2021-238 0...NA, CA s2B77 Newport Beach, CA e51-235-0276 GRIDS AND LATERAL SECTIONS DIAGRAM V E%N E%IBTING JRM ENGINEERING AND DESIGN Abel Restoration p.p. eox 77144 2 Weybridge CI CORONA, CA 92877 Newport Beach, CA 957-a35-027e WIND (ASCE 7-16 28.5.3) P. = B.BAkztPem V = 100 mph Exposure Category= C A = function of height and exposure, see table below ter= 1.0 peso= 22.0 psf Section Max. At. Above +0 A pressure (psf) x Wind Height (ft) = Wind Force (pIQ 1 LONG 30.0 1.40 18.48 13.00 240.24 1 TRANS 30.0 1.40 18.48 8.50 157.08 2 LONG 20.0 1.29 17.03 10.00 170.28 2 TRANS 20.0 1.29 17.03 10.00 170.28 3 LONG 30.0 1.40 18.48 18.00 332.64 3 TRANS 30.0 1.40 18.48 11.50 212.52 12/15/2021 page 8 of 14 Job #2021-238 JRM ENGINEERING AND DEGIGN Abel Restoration 12/15/2021 page of 14 P.O. EIOx 77144 2 Weybridge Cl Job #2021-238 Goeo NA, DA 92877 Newport Beach, CA 951-23 S-0276 SEISMIC (ASCE 746 12.8 and/or 12.14.8.1) Latitude,Longitude: 33.6302868,-117.8644304 Site Class = D - Default (See Section 11.4.3) Risk Category= II R = 6.5 1= 1.0 It of stones 2 F= 1.1 p= 1.3 TL= 8.0 seconds h = 30 ft. Sa= 1.32 SI-= 0.47 Fe= 1.20 Fv= 1.83 Sus = 1.58 SMI = 0.86 Sos=(2/3)SMs= 1.05 SDI =(2/3)SMI= 0.57 CI= 0.02 x = 0.75 h'= 12.82 Ta=CIh'= 0.26 Cu= 1.40 CST, = 0.36 T.=SD1/SD8= 0.54 0.8T.= 0.43 T. < O.BT. OK C T T. OK SI < 0.75g OK distance between LFRS = 40 <= 40 OK 11.4.8 exception #2 used? yes Seismic Design Category= D Simplified Design pFSDsW = n/a simplified design not used Seismic Base Shear, V = 1,4(R/I) Seismic Base Shear, V = PC,,W/tA (ASCE 7-16, 12.8-1) Cs = so. = 0.16 (R/1) or need to to exceed Cs = SDI = 0.343 T(R/1) or Cs= SD'T' = 10.692 T2(R/1) Cs shall not be less than = 0.05 for SI > 0.6, min. Cs = 0.5S, = 0.04 use Cs= 0.162 USE V = 0.150 W JRM ENDINEEDIND AND DEXION Abel Restoration 12/15/2021 page of 14 P.M. Box 77144 2 WeYbdd9e Ct Job#2021-238 co6orrn, CA 92877 Newport Beach, CA 951'235-D2'l6 SEISMIC (ASCE 74612.8 and/or 12.14.8.1) - continued Roof Dia.+ Floor Dia.+ Exterior Walls Interior Walls Section h, F,/w, (psf x ft.-depth)+ (psfxfl-depth)+ (psfxft.xi/2ht.)/depth+ (psfxft.xi/2h1.)/depth 20.22 psf 10.83 psf 16.46 pat 7.46 psf 606.72 + 0.00 + 151.00 + 122.00 i LONG 25 1.281 mass= 879.72 pif seismic fares= 169.62 pif 889.63 + 0.00 + 151.00 + 122.00 1 TRANS 25 1.281 mass= 114263 pif seismic force= 220.18 pit 0.00 + 325.02 + 378.00 + 211.00 2 LONG 12 0.615 mass= 91402 pif seismic fame 84.54 pif 0.00 + 465.86 + 376.00 + 211.00 2 TRANS 12 0.615 mass= 105486 pif seismic force= 97.57 pif 808.72 + 0.00 + 189.00 + 56.00 3 LONG 24 1.230 mass= 85172 pif seismic force= 157.56 pif 465.15 + 0.00 + 189.00 + 56.00 3 TRANS 24 1.230 mass = 710 15 pif seismic force = 131.37 pif JRM CNDrNKERINa AND DUMIGN Abel Restoration 12/15/2021 page 9 of 14 P.D. Box 77144 2 Weybndge Ct Job #2021-238 CORONA, CA eza-» Newport Beach, CA 951-zas-Dz ve SHEAR LINE LOADING Line 1 Line 2 15'1TW+15'2TW+4.5'3TW = 5866.74 lb 15'1TS+15`2TS+4,5.3TS = 5357.35 lb Goveming Wind = 5866.74 lb Governing Seismic = 5367.35 lb 11"311W = 3059.04 lb 1MLS = 1733.12 lb Governing Wind = 3659.04 Ib Governing Seismic = 1733.12 Ib JRM ENDINECRIND AND DCCIDN Abel Restoration 12/15/2021 page 10 of 14 P.D. eax 77144 2 WeYbridge Ct Job #2021-238 CORONA, CA 92877 Newport Beach, CA 951-005-0276 SHEAR LINE i Wind Fame to Line = 5866.74 It, Seismic Force to Line= 5357.35 lb Governing Force 5866.74 lb Diaphragm Length = 30.00 it Total Shear Panel Wall Length = 20.0 it Element Length = 20.0 ft Stacked Force = 0.00 lb Element Unit Shear = 293.34 p8 Shear Panel Options: A (160 plf): NO B (240 p8): NO C (310 plf): YES D (410 PR YES F (340 pif): YES G (510 p8): YES H (665 pIf): YES J (870 pit): YES double sided panels: GG (1020 pit): YES HH (1330 plf): YES JJ (1740 p8): YES Sill / Top Plate Options: 16d Nails @ 4 o.c. 3/8" x 6-1/2" lag bolls Q 10 D.C. 5/8" anchor bolts @ 48 D.C. A35 clips C 18 D.C. LTP4 clips @ 24 D.C. 1/2"anchor bolts@ 35 D.C. Maximum Drag Fame = 1955.58 lb Diaphragm Shear= 195.56 pif Wall Shear This Line= 293.34 p8 Element Force= 5866.74 lb Total Force= 5866.74 lb Element Height= 10 It Net Moment Above= 0.00 ft-lb OT Moment This Level= 58667.40 ft-lb Total OT Moment= 58667.40 ft-lb Tributary Dead Load: Roof = Floor= Exterior Wall Above = Interior Wall Above = Panel Dead Load = Total Tributary Load = Panel End Load = Resisting Moment= (0.6-0.14'8os)*Resisting Moment = Net OTM = Holdovm Force = 0 x 20.22 = 0.00 Ib 9 x 10.83 = 97.51 lb 0 x 16.46 = 0.00 It, 0 x 7.46 = 0.00 Ib 10 x 16.46 = 164.59 lb 262A0 Ib 500.00 lb 62419.20 ft-lb 28251.43 ft-lb 30415.97 1520.80 I JRMI CNOINCCRINO AND DEMON P.O. BOX 77144 Cowo NA. CA 92fi99 951-235-0278 Abel Restoration 2 Weybndge Cl Newport Beach, CA SHEAR LINE 2 Wind Force to Line = 3659.04 lb Seismic Force to Line= 1733.12 lb Factored Seismic Force to Line= 2699.68 lb factored to allow 3.5:1 max h:w ratio Governing Force = 3659.04 lb Maximum Drag Force = 2500.34 Ib Diaphragm Length = 30.00 ft Total Shear Panel Wall Length = 9.5 It Element Length = 5.5 ft Stacked Form = 0.00 lb Element Unit Shear = 365.16 pit Shear Panel Options: A (160 p11): NO 8 (240 pip: NO C (310 pit): NO ^� D (410 off): YES F (340 pip: NO G (510 pip: YES H (665 pit): YES J (870 pip: YES double sided panels: GG (1020 plp: YES HH (1330 pip: YES JJ (1740 pip: YES Sill / Top Plate Options: 16d Nails @ 3 O.C. 3/8" x 6-1/2" lag bolts @ 8 O.C. 5/8" anchor bolts @ 38 O.C. A35 clips @ 14 O.C. LTP4 clips @ 20 O.C. 1/2"anchor bolts 26 O.C. Diaphragm Shear= 121.97 pit Wall Shear This Line= 385.16 p9 Element Force= 2118.39 lb Total Force= 2118.39 In Element Height= 10it Net Moment Above = 0.00 ft-lb OT Moment This Level = 21183.92 ft-lb Total OT Moment= 21183.92 ft-lb Tributary Dead Load: Roof = Floor= Exterior Wall Above = Interior Wall Above = Panel Dead Load = Total Tributary Load = Panel End Load = Resisting Momenl= (0.6-0.14'Sos)"Resisting Moment = Net OTM = Holdown Force = 3 x 20.22 = 60.67 lb 0 x 10.83 = 0.00 Ito 0 x 16.46 = 0.00 It, 0 x 7.46 = 0.00 lb 10 x 16.46 = 164.59 lb 225.26 lb 500.00 Ib 6157.09 ft-lb 2766.75 ft-lb 18397.17 3344.94 12/15/2021 page 11 of 14 Job #2021-23B JRM ENDINKERIND AND Dill Abel Restoration 12/16/2021 page 12 of 14 O,C. eox 77144 2 Weybndge Ct Job #2021-238 CORONA, CA 92877 Newport Beach, CA 951'235-007- SHEAR LINE 2 Element Length= 4.00 it Slacked Force= 0.00 Ito Element Unit Shear= 385.16 pit Shear Panel Options: A (160 plf): NO B (240 pip: NO C (310 pIf): NO ^ 241 0 pip: YES F (340 pip: NO G (510 pip: YES H (665 pip: YES J (870 plp: YES double sided panels: GG (1020 plp: YES HH (1330 plp: YES JJ (1740 pip: YES Sill / Top Plate Options: 16d Nails @ 3 D.C. 3/8" x 6-1/2" lag bolls @ 8 D.C. 5/8" anchor bolls @ 38 D.C. A35 clips @ 14 D.C. LTP4 clips @ 20 D.C. 1/2"anchor bolls@ 26 D.C. PANEL 2 Element Force = 1540.65 lb Total Force = 1540.65 lb Element Height = 12 ft Net Moment Above = 0.00 ft-lb OT Moment This Level= 18487.78 ft-lb Total OT Moment= 18487.78 ft-lb Tributary Dead Load: Roof= 4 x 20.22 = 80.90 It, Floor= 0 x 10.83 = 0.00 lb Exterior Wall Above = 0 x 16.46 = 0.00 lb Interior Wall Above= 0 x 7.46= 0.00 In Panel Dead Load = 12 x 16.46 = 197.51 lb Total Tributary Load = 278.40 lb Panel End Load = 500.00 lb Resisting Moment = 4227.23 ft-lb (0.6-0.14-Sos)'Resisting Moment= 1913.28 ft-lb Net OTM= 16574.50 Holdown Force= 4143.63 JRM ENGINEERING AND DESIGN Abel Restoration 12/15/2021 page 13 of 14 P.D. eax 7v 144 2 Weybridge Cl Job #2021-238 coea,+A, CA 92977 Newport Beach, CA 951-235-0z96 BEAM CALCULATIONS Beam: 1.0 Description: existing roof bm Length: 22.5 It Left Support: 0.0 it Right Support: 22.5 USE Existing Beam - Calc'd for Rx Only Fe = 10000.00 A = I0000.00 Fv = 10000.00 S = 10000.00 Shear Factor = 10000.00 I=1000000.00 Fe = 10000.00 Co C, = 1.00 E = 1.0E+05 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (psp Tributary (ft) Roof 20.22 20.0 14.00 Exterior Wall 16.46 0.0 0.00 Interior Wall 7.46 0.0 0.00 Floor 10.83 40.0 0.00 not used 0.00 0.0 0.00 LL Reduction 0.00 -2.3 0.00 Total= Point Load Total Load (Ibs) Dist'x' (ft) Rx from- 0.0 0.0 Load (pit) 563.1 0.0 0.0 0.0 0.0 0.0 563.1 Moment (max)= 35635.95 ft-Ibs Reaction(left/nght)= 6335.28 Ibs 6335.28 Ibs Shear(left/right)= 6335.28 Ibs 6335.28 lies Deflection Limit = 1.125 in ® L/ 240 Section Properties Required Area„sa= 6335.28 in` < 10000.00 OK 63.4% Section Modulus„,, 42.76 in' < 10000.00 OK 0.4% Moment of Inertia„sv= 28865.12 in' < 1000000.00 OK 2.9% Bearing Length„sv= 0.00 in single 2x trimmer OK Beam: 2.0 Description: existing hip bm Length: 10.0 ft Left Support: - 0.0 ft Right Support: 10.0 it USE Existing Beam - Calc'd for Rx Only F� = 10000.00 A = 10000.00 Fv = 10000.00 S = 10000.00 Shear Factor = 10000.00 1=1000000.00 Fs = 10000.00 Co"C, = 1.00 E = 1.0E+05 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (pat) Tributary (ft) Load (ph) Roof 20.22 20.0 0.00 0.0 Exterior Wall 16.46 0.0 0.00 0.0 Interior Wall 7.46 0.0 0.00 0.0 Floor 10.83 40.0 0.00 0.0 not used 0.00 0.0 0.00 0.0 not used 0.00 0.0 0.00 0.0 Total = 0.0 Point Load Total Load (Ibs) Dist'# (ft) Roof as Point Load 1005.4 6.7 Moment (max)= 2234.33 ft-lbs Reaction(lefVnght)= 335.15 Ibs 670.30 Ibs Shear(leftMght)= 335.15 Iles 670.30 Ibs Deflection Limit = 0.500 in g U 240 Section Properties Required Area„ qs= 335.15 in` < 10000.00 OK 3.4% Section Modulus,eav= 2.68 In' < 10000.00 OK 0.0% Moment of inertia„, 804.36 in' c 1000000.00 OK 0.1% Bearing Length„,, = 0.00 in single 2x trimmer OK Abel Restoration 12/15/2021 page 14 of 14 JgM ENOINECRINO AND DCOION 2 Weybndge Ct Job #2021-238 ,.,. 1.. 7714. Newport Beach, CA CORONA, CA 921377 q51-235-D2'l6 BEAM CALCULATIONS Beam: 3.0 Description: Irving rm hair Length: Left Support: 11.5 ft 0.0 ft Right Support: 11.5 ft USE 3.5 x 14 PSL F. = 750.00 A = 49.00 Fv = 285.00 S = 114.33 Shear Factor = 1.50 1=800.33 Fe = 2900.00 C"C, = 1.00 E = 2.0E+08 Uniform Loading (entire span) Load Name Dead Load (psf) Live Load (ps9 Tributary (ft) Load (pit) Roof 20.22 20.0 4.00 160.9 Exterior Wall 16.46 0.0 6,00 98.8 Interior Wall 7.46 0.0 0.00 0.0 Floor 10.83 40.0 0.00 0.0 notused 0.00 0.0 0.00 0.0 notused 0.00 0.0 0.00 0.0 Total = 259.7 Point Load Total Load (Ibs) Dist Y (ft) Rx from Ll+L2 6670.4 8.5 Moment (max)= 19083.29 ft-Ibs Reaction(leftmght)= 3233.10 Ibs 6423.30 Ibs Shear(Ieft/righl)= 3233.10 Has 6423.30 Ibs Deflection Limit 0.575 in Cat IJ 240 Section Properties Required ArealPd= 17.02 in' < 49.00 OK 34.7% Section Modulus.,= 78.97 in' < 114.33 OK 69.1 Moment of Inertia„, = 395.02 in' < 800.33 OK 49.4% Bearing Lengthugd= 2.45 in "single 21 trimmer not sufficient