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HomeMy WebLinkAboutX2021-0582 - CalcsSTRUCTURES DESIGN GROUP, INC. STRUCTURAL ENGINEERING & DESIGN X20.71' O�Jg/11(.,V1 2525. BremC✓codPlace ��%)✓ Dan�+N' �f Anaheim, CA 92814-2507 f J (714( 313.4747 - M www.sdgeng.com Project Cain Residence 2 Cape Danbury Newport Beach, CA 92660 Subject: Structural Calculations (2nd S.D. Submittal) Owner/Client: MW Custom Homes 3090 Pullman St Costa Mesa, CA 92626 Site Information: Site Location: 33.823 N, -117.903 W Seismic Site Classification: D Ss = 1.704; 81 = 0.627 Fa = 1.5, Fv =1.0 SMS=1.704, SM1=0.941; SDs=1:136, SD1=0.627 V = 0.159 W Dead Load; Cs = 0.175 Bearing value: 1500 PSF Code: 2019 California Building Code Engineer. Philip G. some, Jr., PE 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 warrantee is expressed or implied. These documents are the property of Structures Design Group, Inc. File No.: 2020-002 Date. 03-23-2020 0'3'S -'As V) ti G) m J p n N01SWO ONiaiine w z G. Structures Design Group, Inc. Structural Enginsering and Design MATERIALS FOR BASIS OF CALCULATIONS File No.. 2020002 Rev.: 05.2898 CONCRETE: A• Concrete used shall achieve a minimum strength of 4500 psi in 28 days. B• Steel gars shall be Grade 40 except that No. 5 and larger shall be Grade 60. WOOD: Sheet 1 File: Sheet A• a All shallshall sinker or short wire nails, attachment shag be common wire nails: unless noted Otherwise. B• Manufactured ha hardware shall be Simpson All nails used for sheathing Company products. C• Solid framing lumber shall conform with the rules of the grades shall be: Western Wood Products Association. Lumber 2x4 studs H<90-0 : 2x4 Studs((H>9,.0.. j; dem ndin s kqjp Douglas 2x4, 3x4 & 4x4 plates: 2x6 , 3x6, 4x6 & deeper Fir -Larch Douglas Fir -Larch Standard or Stud C plates: & deer studs. 31x4 $ 044Sluds Douglas Fir -Larch n or #2 Douglas Fir -Larch Construction & posts: q $dee 6x6 & larger s Stud$Posts: or #2 Douglas Fir -Larch Conshction or #2 Douglas Fir -Larch #2 6xS $ larger regctanguia8 posts. 2x4 joists & rafters; Douglas Fir Larch #1 2x6 & deePerjoists & rafters: Douglas Fir -Larch #1 Douglas Fir -Larch #2 q q &4X116bbeam 6x1, 8x10, 10x12 $ : Per beams: Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch D. All wood resting on con #1 Douglas Fir -Larch #1 E• All wood Product -rete shall be pressure treated Douglas Fir. Panels (ptllN,00d, oriented strand board) shall with the American Plywood Association standards for (Plywood Stru aural -Use panels Roof sheathin d ark Floor sheathing APA Rated Sheathing Exposure I Wall sheathing APA Rated Sturd-I-Floor Exposure I, or APA Rated g APA Rated Sheathing Exposure 11, or Sheathing Ex �N lemma_ timber ma,., e_ Conforming with PS -1 9 posure l Structures Design Group, Inc. Structural Engineering & Design Cain Residence Note., Roof dead loads are per sq R of sunsoe area. RODF LOAD d1 Sloping Max Sklpe per Foot 8.00: 12 Roofing,. Sorel Codarilte s 6.50 psf. Sheathing, 15/32" osb s.2.00 psf Framing, for roof s 3.60 psf• Insulation 0.50 psf •. Framing, for Ceiling 0.00 psf - Finish, 12" dw 2.50 psf - Mach. & Elect.. 0.50 psf - Sprinklers 0.50 psf• Item 0.00 sf Allowance .Og ps Adjustment for Slope 0.81 oaf Total Dead Load 20.00 psi Live Lad. 18.00 psf Total Load 38.00 psf Date: 2/10/20 Revision "Adj. for Slope"corrects for hordlonal projection Finish, Carpet & Pad 5.00 psf Undedayment 0.00 psf Sheathing,!-1f8"osb 3.25 psi Fnn'g,.2x6 C 16 1.40 psf Insulation 0.50 psi Finish, 1/2" dw 0.00 psi Mach. & Elect. 0.50 psi Sprinklers 0.50 psf Item 0.00 psf File No.: 2020DD2 Sheet: 'Z, Allowance 3.85 psf Total Dead Load 15.00 psf Live Load 40.00 psf Total Load 55.00 psf Solar Panels a 5 PSF Max DL. No live lad possible at solar panels. No additional loading to system. No Coles Raq'd Stucco, Masonite Siding 8.00 psi Finish(palnQ 0.00 psf Shthg, 15/32" osb-50% tong 0.875 psf Shthg, 15/32" ab max 1.70 psf Framing, 2x4 Q 16"oo 1.00 psf Frmg, 2x4016"oc 1.00 psf Insulation 0.50 psf Insulation 0.50 psf Finish, 12" dw 2.20 psf Finish, 2-12" dw 4.40 psi Item 0.00 psi Plumbing .0.50 psf Allowance 2.42 psf Albwana 1.90 psf Total Dead Load 15.00 psf Total Dead Load 10.00 psf 3)23t2020 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 PLAN I - ROOF FRAMING Frammg: Roof is extstmg roof framing not to be disturbed. Only replacing the strucWral beam. Roofing: Asphalt 5hing1e wl open ceilmg Loads: Refer to Sheet 2 Job No: 2020 002 Date: 03/23/20 3 Pitch: 6:12 652 Ibs V reduced at Neither Support R2 - DL: 20 p5f Vmax ----> 1158 lbs LL: 18 p5f 0 It* M - 20.2 m -k ps TL: 38 p5f 3.50 in Case: 1 Total Load [BM- I ) Flush Beam @ Rear of Master Bathroom d = 7.25 in L - 10.00 ft. 1.00 A - Loads: TC. FLL+DL DL At To Load Derivation: 31.2% w I ,plf - 76 40 40 0.00 2.00 ft. RooP4/2 psi w2,plf = 380 200 200 2.00 10.00 ft. Roof -20/2 0.05 P I ,Ibs - 1520 800 800 2.00 ft. Roof•8/2'20/2 d,LL m RI - 2569 1352 1.352 Ibs V reduced at Neither Support R2 = 2143 1 128 1 128.lbs Vmax ----> 2569 Its At x = 4.36 ft V,x = -0 Ibs M - 72.5 in -lips I, = 3.50 in Case: I Total Load d - 9.50 in LDF = 1.25 RM = 1.00 A = 33.25 m2 Fv = 356 psi fv = 116 psi 32.5% 5- 52.6 m3 Fb = 3500 psi fb - 1378 psi 39.4% 3 1/2 x 9 1/2 P51. 1 =. 250 m° E = 2000 ksi d,TL - 0.22 in L/ 552 d,LL= 0.10 in L/ 1165 Beam I A - Header @ Rear of Closet 2 L- 5.67 ft, Loads: TL FLL+DL DL At To Load Denvation: w I ,plf - 419 230 230 0.00 5.67 ft. Roof•f 19/2+2/2)+IntWall'2 RI - 1 188 652 652 Ibs V reduced at Neither Support R2 - 1 188 652 652 IL-15 Vmax ----> 1158 lbs At x - 2.84 ft V,x - 0 It* M - 20.2 m -k ps I, - 3.50 in Case: 1 Total Load d = 7.25 in LDP. - 1.25 RM - 1.00 A - 25.38 m2 Fv = 225 psi tv = 70 psi 31.2% 5 = 30.7 m3 Fb = 1463 psi (b - 659 psi 45.1% 1 = I l I in" E - 1600 k5i d,TL = 0.05 in L! 1242 d,LL m 0,02 in L / _. 2753 Vertical Analysis - Sheet I 4x8 DF B2 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 FLOOR FRAMING Frammg: Floor is to be framed usmg '1 -joists' by Louisiana-Pacific, Boise -Cascade, or Trus -Joist / MacMillan ivith webs constructed of APA -rated wood panels. Loads: Refer to Sheet 2 Including tailing weight At To 0.00 16:50 ft. 0.00 8.00 ft. 8.00 16.50 ft. 8.00 ft. 8.00 ft. Load Derivation: Floor'3 I .25/2+lntWall'8 Roof'4/2 Roof*22/2 (Roof*20/2+Floor' 20/2)'8/2 Beam # 10 Reaction RI = DL: 15 psf V reduced at Neither 5upport LL: 40 psf 13127 10948 TL: 55 psf [BM -21 TopFlush Beam (BJ Right of Entry L = 17.00 ft. Loads: TL FLL+DL OL W I ,plf - - 859 859 234 w2,plf = 156 120 120 w3,plf = 418 220 220 P I ,lbs a 3720 3000 1400 P2,lbs = 3487 2299 1947 Including tailing weight At To 0.00 16:50 ft. 0.00 8.00 ft. 8.00 16.50 ft. 8.00 ft. 8.00 ft. Load Derivation: Floor'3 I .25/2+lntWall'8 Roof'4/2 Roof*22/2 (Roof*20/2+Floor' 20/2)'8/2 Beam # 10 Reaction RI = 13061 11360 5019 Its V reduced at Neither 5upport Eqh: R2 - 13127 10948 5025 Its Vmax ---> 11360 lbs I I6 At x.= 8.00 ft V,x = 0 atP I M - 714.5 m -kips P1,ib5 - b - 7.00 in Case: 2 F,LL + DL 1752 2512 1752 d = 16.00 in LDF = 1.00 RM - 1.00 1564 7307 A - 112.0 m2 Fv - 285 psi fv - 152 psi 53.4% 5- 298.7 m3 Fb = 2712 psi fb - 2392 psi 88.2% 1 = 2389 m4 E = 2000 ksi d,TL = 0.65 in L/ 315 d,LL = 0.36 in L/ 572 [BM -251 TopFlush Beam @ Right of Entry L- 17.00 ft. 0.00 Loads: Eqh: (12-17) (12-18) wl,plf = 211 594 211 w2,plf = I I6 128 1 16 W3,plf - 198 264 198 P1,ib5 - 1260 2480 1260 P2,lbs = 1752 2512 1752 P3,lbs - 1584 7307 -7307 P4,Ib5 = 1564 7307 -7307 At To 0.00 16.50 ft. 0.00 8,00 ft. 8.00 16.50 ft. 8.00 ft. At x = 8.00 ft. 0 at PI 2.00 ft. wall 8.00 ft. wall Special Load Cases of Section 1612.4 Floor5eis'31,25/2+lntWall5ei5'8 Roof5el5'4/2+IntyWall'85ei5 Rooroeis'22/2 5eismic(Roof 20/2+Floor*20/2)'8/2 Beam # 10 Reaction +/- .85'233 plf ' 8 Ft; (1.0; 1.4'2.8) +1- .85.580 plf • 9 Ft: (1.0; 1.4.2.8) RI = 6803 1941 1 -5750 Its V reduced at Neither 5upport Its _ At x = 8.00 ft V,x = 0 at PI M = 1060. I in -kips b = 7.00 In Case:2 F,LL + D L d - 16.00 in t LDF = [ & ;Stress Increase =PT- A - 112.0 m2 Fv = 646 psi fv = 260 psi 40.2% 5- 298.7 ins Fb - 6147 psi fb = 3549 psi 57.7% 1= 2389 m4 E- 2000-ksi-- Vertical Analysis - 5heet 2 Job No: 2020 002 Date: 03/23/20 a 7 x 16 PSL 7 x 16 PSL Cain Residence 2 Cape Danbury Newport Beach, CA 92660 [BM -31 Top Flush Beam @ Rear of Family Room L = 19.00 ft. 2797 Its V reduced at Neither Support Loads: TL FLL+DL DL At. To w I ,plf = 321 285 205 0.00 8.50 ft. w2,plf - 679 643 303 8,50 19.00 ft. w3,plf - 57 30 30 0.00 19.00 ft. P I ,lbs - 1870 1870 510 8.50 ft. Load Denvation: Floor'4/2+ExtWall'9+Roof (212+ 1) Floor* 17/2+ExtWall'9+RooP(212+ 1) RooP3/2 Floor'8.5/2' 17/2 R I - 5662 5063 2797 Its V reduced at Neither Support R2 - 7144 6546 3202 Its Vmax ---> 6546 Its At At x - 9.27 ft V,x s -0 Ibs M = 382.3 in -kips 155 b - 7.00 in Case: 2 F,LL + DL 190 100 100 of - 18.00 in OF - 1.00 RM.- 1.00 447 235 A = 126.0 m2 Fv - 285 psi fv = 78 psi 27.3% 5- 378.0 ins Ft, - 2677 psi fb - 1011 psi 37.8% 1 - 3402 in^ E - 2000 ksl d.TL - 0.30 in L/ 749 R2 - 3429 1805 d.LL = 0.15 in L/ 1551 15M-41 Header 0 Right of Family Room L = 13.25 ft. Loads: TL FLL+DL Loads: TL FLL+DL DL At To Load Denvation: 143 0.00 w I .plf = 208 208 155 0.00 0.00 ft. Floor' 16/ 12+ExtWall'9 w2,plf = 190 100 100 0.00 7.00 ft. Roof -(8/2+ 1) _ .. .. _... w3,plf - 447 235 235 7.00 13.25 ft. Roof (21.5/2+ 1) 8.25 ft V,x = P Ubs - 1789 942 942 7.00 ft. Girder Truss F,LL + DL R I = 2481 1306 1306 Ibs V reduced at Neither Support R2 - 3429 1805 1805 Ibs Vmax ----> 3429 Ibs 228.7 m3 At x = 7.00 ft V,x = ' 0 atP I M = 152,5 in -kips 1601 in" b = 3.50 on 0.27 in L/ Case: I Total Load d,LL= d - 14.00 :n LDF - 1.25 FM = 1.00 A = 49.00 m2 Fv = 356 psi fv = 105 psi 29.5'➢% 5 = 114.3 m3 Fb = 3441 psi fb - 1334 psi 38.8% 1 = 800 m" E - 2000 ksi d,TL = 0.25 in L/ 634 d,LL= 0.12 in L/ 1338 [5M-51 Flush Beam ® Front of Family Room L = 16.50 ft. Loads: TL FLL+DL DL At To Load Denvation: w l ,plf = 523 523 143 0.00 16.50 ft. Floor' 19/2 P 1,Ib5 - 1987 1987 542 0.00 ft. Floor'8.5/2' 17?2 ..-....----- -- -V reduced at Neither.5upport _. _ .. .. _... R2 = 4311 431 1 1 176 Ibs Vmax ----> 6298 Ibs At x = 8.25 ft V,x = 0 Ibs M = 213.4 m -laps b = 7.00 in Case: 2 F,LL + DL d - 14.00 in OF = 1.00 RM - 1.00 A = 98.00 mz Fv - 285 psi fv = 96 psi 33.8% 5- 228.7 m3 Ft, = 2752 psi f, - 933 psi 33.9% 1 = 1601 in" E = 2000 k5i d,TL = 0.27 in L/ 727 d,LL= 0.20 in L/ 1000 Vertical Analysis - 5heet 3 Job No: 2020 002 Date: 03/23/20 5 7x 18 F5L 3 1/2 x 14 F5L 7 x 14 F5L Cain Residence Job No: 2020 002 2 Cape Danbury Newport Death, CA 92660 Date: 03/23/20 554 [BM -6] Flush Beam @ Left of Nook L - 9.00 ft. Loads: TL FLL+DL DL At. To Load Derivation: w I ,plf - 220 220 60 0.00 9.00 ft. Floor -812 R I - 990 990 270 lbs V reduced at Neither Support R2 - 990 990 270 Ibs Vmax ----> 990 lbs At x - 4.50 ft V,x - 0 Ibs M = 26.7 m -lips L, - 3.50 in Case: 2 F,LL + DL I - 14.00 in LDF - 1.00 RM - 1.00 A = 49.00 m2 Fv - 285 psi fv - 30 psi 10.696 5- 114.3 m3 Fb - 2212 psi fb = 234 psi 10.6% : 3 1/2 x 14 OL' I - 800 1"4 E - 1500_ ksi d,TL = 0.03 in L/ 3992 d,LL = 0.02 in L/ 5489 15M-71 Flush Beam @ Front of Kitchen L = 18.50 ft. Loads: TL FLL+DL DL At To Load Derivation: w I ,plf = 110 110 30 0.00 18.50 ft. Floor•4/2 w2,plf = 519 330 330 0.00 10.50 ft. Roof 21/2+ExtWall•8 F I ,lbs - 2579 1357 1357 10.50 ft. Roof21/2.10.5' 13.5/20.5 P2,lbs = 2736 1710 1710 10.50 ft. 9.5/2'(Roof24/2+ExtWall'8) RI - 7219 4826 4086 lbs V reduced at Neither Support R2 = 5581 3742 3002 lbs Vmax ----> 7219 lbs At x = 10.50 ft V,x = 0 at`P l M = 493.5 m -laps L, = 7.00 in Case: I Total Load d - 14.00 in LDF = 1.25 RM = 1.00 A = 98.00 int fir = 356 psi fv - 1 1 O psi 31.096 5 = 228.7 ms Fb - 3441 1751 ft, = 2158 psi 62.7% 7 x 14 F5L 1 - 1601 m4 E = 2000 ksi d,TL = 0.79 in L/ 281 d,LL = 0.35 in L/ 629 [BM -81 Flush Beam @ Left -Rear of Garage L = 10.50 ft. Loads: TL FLL+DL DL At To Load Derivation: W l ,p]f - 762 600 360 0.00 4.50 ft. Floor' 12/2+lntWall•9+Roof 18/2 w2,plf = 931 715 435 4.50 10.50 ft. Floor24/2+lntWall•9+RooF24/2 RI - 4290 3347 2019 Ibs V reduced at Neither Support R2 - 4725 3643 2211 Ibs Vmax----> 4725 lbs At x = 5.43 ft V,x = 0 Ibs M = 143.9 in -laps _-_-._------b----5�5--in -.,:_.:-Carer-_--I---iota)-Load d = 14.00 in LDF = 1.25 RM = 1:00 A= 73.50 m2 Fv - 356 1751 fv = 96 psi 27.1% 5 = 171.5 m3 Fb = 3441 psi fb = 839 psi 24.4% 5 1/4 x 14 PSL I = 1201 in" E = 2000 Psi d,TL ® 0.10 in L/ 1272 d,LC= 0.05 in L/ 2396 Vertical Analysis - Sheet 4 T 4722 3420 Cain Residence R2 - 2 Cape Danbury Newport Beach, CA 92660 [BM -9] Flush Beam @ Right -Rear of Garage 6.16 ft V,x = L = 13.00 ft. 5.25 in Loads: TL FLL+DL DL At To Load Denvation: w l ,Flf - 766 550 390 0.00 9.50 ft. Floor•8/2+IntWall'9+Roof•24/2 w2,plf - 220 220 60 9.50 13.00 ft. FLoor'8/2 RI - 4722 3420 2380 It -5 R2 - 3325 2575 1535 Ibs At x - 6.16 ft V,x = 0 Ibs b - 5.25 in Case: I d = 14.00 in LDF - 1.25 A - 73.50 int Fv - 356 5 - 171.5 ins Fb - 3441 1 - 1201 in4 E - 2000 IBM -10] Flush Beam ® Entry L - 1 1.00 4. Loads: TL FLL+DL w 1,plf 634 418 RI - 3487 2299 R2 = 3487 2299 Atx= 5.50 ft V,x =. L, = 1.75 in d = 14.00 in A = 24.50 m2 5 = 57.2 ins I = 400 m4 V reduced at Neither Support To Vmax ----> 4722 Ibs 11.00 ft. M = 174:6 m -kips Neither Support Total Load 1947 Itis Vmax ----> 3487 Ibs RM - 1.00 M = 1 15.1 In -kips P51 IV = 96 psi 27.0% P51 tb = 1018 psi 29.656 k5i d,TL- 0.18 in L/ 846 d,LL = 0.09 in L./ 1648 DL At To Load Denvation: R2 = 354 0.00 11.00 ft. Floor' 19.2/12+lntWall'9+Root 24/2 1947 lbs V reduced at Neither Support 1.75 in 1947 Itis Vmax ----> 3487 Ibs LDF sm Stress Increase - [i)i>I �: 0 Its M = 1 15.1 In -kips - 5= Case: I Total Load 1= 400 in4 LDF- 1.25 RM= 1,00 Fv = 356 psi fv - 213 psi 59.9% Fb - 3183 psi fb = 2013 psi 63.2% E = 1800 ksr d,TL - 0.29 in L/ 455 d.LL= 0.13. in L/ 1031 Job No: 2020 002 Date: 03/23/20 58 5 1/4 x 14 F5L 1 3/4 x 14 LVL .IBM -105] Flush Beam @ Entry - Seicmic Loading L=. 11.00 ft. Loads: Coln: (12-17) (12-18) At To Special Load Cases of Section 1612.4 w I ,plf = 319 457 319 0.00 1 1.00 ft. FloorSei5' 19.2/12+lntWall5eis'9+Roof5eis24/2 RI - 1752 2512 1752 Ibs V reduced at Neither Support R2 = 1752 2512 1752 lbs Vmax ----> 2512 Ibis At x - 5.50 $ V,x - 0 Ibs M = 82.9 m -kips b = 1.75 in Case: 2 F,LL + DL d - 14.00 in LDF sm Stress Increase - [i)i>I �: A - 24.50 W Fv = 646 psi fv = 154 psi 23.8% - 5= 57:2- ma ---- - -Ft,-_. -5771- p5i -fL = -1450---psi 25.1% 1 314 x 1-41OC- , 1= 400 in4 E = 1800 ksi Vertical Analysis - Sheet 5 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 FOUNDATION Foundation is to be conventional slab on grade with continuous footmgs. Allowable Beanng: 1500 psf at continuous footmgs 1500 psf at isolated pad footmgs Uniform Load at Continuous Footings w,max- 1033 of = Floor'31/2+IntWall*18 Width - 0.69 ft = w,max / A.5.6 Allowable Concentrated Load at Uniform Footing P,aII = 9375 Ibs - A.5.B.' width' foobng depth' 2 Maximum Concentrated Load at Continuous Footing P,max - 7219 Ibs at A,req - 4.81 ft2 - P,max / A.5.B. Vertical Analysis - Sheet 6 Job No: 2020 002 Date: 03/23/20 5G Use: 15 in wide footing 24 in blw grade No Pad Footing Req'd LJA Cain Residence 2 Cape Danbury, Newport Beach, CA 92660, USA Latitude, Longitude: 33.62313779999999, -117.9032277 Environmental Nature Center The Chu Jesus CI F� srh Newport Harbor' Goc)gle Lutheran Church Data Design Code Referonoe Document Risk Category ske Cion COO e Latter...�y Gas�a�als N my eP ovat GsQ OSHPD ZoZZO -ooZ 2-t0 - 20 Zo • �Psrc/• -�`aCa .\row Diabetic Supplies o Newport Beach o e` +4 �esiwind waY s r E,g Westcliff Park Map data 02020 219/2020, 9:16:56 PM ASCE7-10 II D - Stiff Soil Type Value Description Ss 1.704 MCER ground motion. (for 0.2 second period) S, 0.627 MCER ground motion. (for 1.09 period) Sue 1.704 SRO -modified spectral eoceleradon value SMI 0.941 Site -modified spectre) acceleration value j SDS 1.136 Numeric selemicdesign value at 02 second SA SDI 0.627 .Numeric selemid design value at 1.0 second SA (Type ..Value Description SDC D Seismic design category Fs 1 Site amplification factor at 02 second Fv 1.5 Site amplification factor at 1.0 second ---FPGA- ..__>_0.896__—MCEa-peak-9round.acceleration- FPGA 1 She amplification tactor at PGA PGAM 0.586 Site modified peek ground acceleration TL a Lore -period transition period In seconds SORT 1.704 Probabilistic riek4argeted ground motion. (02 second) SsUH 1.882 Factored unHorm-hazard (2%probability of exceedence in 50 years) spectral aeeeleration SSD 3.336 Factored detwminlstc acceleration value. (02 second) - S1RT 0.627 Probabilistic risk -targeted ground motion. (1.0 second) . S1UH 0.679 Factored uniform-hezero (2% probability of exceedence in 50 years) spectral socaleration. SID 1.146 Factored deterministic acceleration value. (1.0 second) ! PGAtl .I 1.23 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.905 Mapped value of the risk coefficient at short periods CRI 0.924 Mapped value of the risk coefficient at a period of 19 SHEAR WALL SCHEDULE I Provide sheathing as area to resist fucking forces as poled below' 2019 CALIFORNIA BUILDING CODE. ,i Note: When en aslerisk ' occempanies bre GTH LENshear wall murk, apply sheathing prim to — any adjacent or perpendicular framing. 1 -JOIST #9 3/8 Wood Structural Sheathing Panels with 8d common (260 pit) or plywood nails at 6" o.c. along oil boundaries and 2x4 BLOCK 7 'Q edges and at 12" o.c. in the field. All edges of panels w/ I6d 0 4" of IY�" LSL shall be alcoved with .1 least o 2,4. #l0 3/8' Wood Structural Sheathing Panels with 8d common (35D pit) or plywood nails at 4' o.c. along oil boundaries and But Common edges and at 12" o.c. in the field. All edges of panels ,131' shall be blocked with at least a 2x4. #11 3/8" Woad Structural Sheathing Panels with Bd common (490 pit) or plywood nails a1 3" o.c. along oil boundaries and .148" edges and at 12" o.c. in the field. Nails at panel joints .112 shall be staggered. All edges of panels shod be blocked. IOd Common Foundation sills may be 2x unless noted otherwise on .148' pion. Framing at all panel joints shall be 3x min. (6)- #r12 3/8' Wood Structural Sheathing Panels with 8d common (640 pit) or plywood nails of 2" o.c. staggered along all boundaries ..131 and edges and a1 12" o.c. in the field. All edges of .281' panels shall be blocked. Foundation sills may be 2x -06d "a"" Pallas noted otherwise On pion. Framing at all pone) joints .148' shall be 3. min. (4). (6). #13 15/32" Wood Structural Sheathing Panels with 10d common (770 pit) at plywood nails at 2" o.c. staggered along all boundaries and edges and a1 12 o.c. in The field. All. edges of (469 panels stroll be blocked. Framing at all panel joints and So Cooler foundation fids shall be 3.. min. (4), (6). #14 15/32" Wood Structural Sheathing Panels, Structural I. panel (870 pit) grade w/ 10d common or plywood nails at 2" o.c. staggered 6d Cooler along all boundaries and edges and 01 12" ac. in the .092 field An edges of panels shall be blocked. Framing ,250' at all panel joints and foundation sills shall be 3x min. (4). (6) NOTE: Hol -dipped lino coaled gaivaniietl noes may be required where panels .are ladened to pressure -treated lambert See Rough Carpentry notes an $heel $N-2. Sole plate connection 16d. short on sinker roils at 4" o.c. I6d short or sinker eats of 3" o.c staggered. (4) 16d short or sinker ,,,its of 3" n c singgered, (4) 40d common moils in predrilled holes at 4" o.c. staggered (4). Alt: 2% sill w/I6d short S.P.N. 8 2" o.c. staggered into solid Gaming below sheofhing. (4) 40d common nails in predrilled holes at 4' o.c. staggered. Alt: 3/8" diameter x 6' long leg screws at 6" o.c. staggered (into solid framing below sheathing, (4) 3/8" diameter x.6" long log screws at 4" o.c. staggered into solid framing below sheathing. (4) Footnote: 1, Floor sheathing is included as part of required nail peneholion. 2. Refer to specification for alternate wood product panel grading and usage 3. Sheets shall be not less than 4 feet by 8 feet except at boundaries and changes where the minimum dimension shall be 24 Inches. Single 12' long portions may be used once in any Poll length shear panel applicalion. _.9_..- Stagger s-1/2-ia.h—&Ovide-min..3x_solirLbloeking_ocbamingmvill-shealhmg-atitoggered-S:P.N:-above, --- -- i-joist blocking is not acceptable for 40d common nails or 3/8" diameter log screws. 5. Provide minimum 1 1/2" spacing of fasteners. Over any 24 inch range of fasteners. the average spacing shall be at least as close as Thai given. 6. 3x sill plates ore required of shear walls where the design shear exceeds 350 pit. Where design shear does not exceed 600 pit, a 2k plate may be used provided ..char bolls ore desqued for a road capacity of 507, ar less of the allowable capacity. Cracked concrete per ACI 318 yields 840# per bolt regardless of sill plate Ia:ckness. Untracked concrete values per 2012 NOS Table IiE yields 1235# for a 2x plate and 1635# for a 3x plate using o conservative load duration foul., of only 9 33 vsthe allowable 1.6 per NDS Table 2.3.2. Adjustments for using 50% capacity for 2x sill plates would yield 420# for cracked concrete and 600# for untracked concrete. 7. Use 3 inch square by .229 inch thick plate washers with o 13/16" x 1-3/4" long slotted hole shall be provided at all sill plate connections to the foundation. Use a standard rot washer bePwen the nut and the J"" square washer. 8. Noll sizes shall condor. with the following fable. Size @ Nome. Nail Length Wire Dia 5D 3% Id IN STAG ' 2x4 BLOCK 7 'Q Pre -Bore Drill Did. w/ I6d 0 4" of IY�" LSL 16d. short on sinker roils at 4" o.c. I6d short or sinker eats of 3" o.c staggered. (4) 16d short or sinker ,,,its of 3" n c singgered, (4) 40d common moils in predrilled holes at 4" o.c. staggered (4). Alt: 2% sill w/I6d short S.P.N. 8 2" o.c. staggered into solid Gaming below sheofhing. (4) 40d common nails in predrilled holes at 4' o.c. staggered. Alt: 3/8" diameter x 6' long leg screws at 6" o.c. staggered (into solid framing below sheathing, (4) 3/8" diameter x.6" long log screws at 4" o.c. staggered into solid framing below sheathing. (4) Footnote: 1, Floor sheathing is included as part of required nail peneholion. 2. Refer to specification for alternate wood product panel grading and usage 3. Sheets shall be not less than 4 feet by 8 feet except at boundaries and changes where the minimum dimension shall be 24 Inches. Single 12' long portions may be used once in any Poll length shear panel applicalion. _.9_..- Stagger s-1/2-ia.h—&Ovide-min..3x_solirLbloeking_ocbamingmvill-shealhmg-atitoggered-S:P.N:-above, --- -- i-joist blocking is not acceptable for 40d common nails or 3/8" diameter log screws. 5. Provide minimum 1 1/2" spacing of fasteners. Over any 24 inch range of fasteners. the average spacing shall be at least as close as Thai given. 6. 3x sill plates ore required of shear walls where the design shear exceeds 350 pit. Where design shear does not exceed 600 pit, a 2k plate may be used provided ..char bolls ore desqued for a road capacity of 507, ar less of the allowable capacity. Cracked concrete per ACI 318 yields 840# per bolt regardless of sill plate Ia:ckness. Untracked concrete values per 2012 NOS Table IiE yields 1235# for a 2x plate and 1635# for a 3x plate using o conservative load duration foul., of only 9 33 vsthe allowable 1.6 per NDS Table 2.3.2. Adjustments for using 50% capacity for 2x sill plates would yield 420# for cracked concrete and 600# for untracked concrete. 7. Use 3 inch square by .229 inch thick plate washers with o 13/16" x 1-3/4" long slotted hole shall be provided at all sill plate connections to the foundation. Use a standard rot washer bePwen the nut and the J"" square washer. 8. Noll sizes shall condor. with the following fable. Size @ Nome. Nail Length Wire Dia Wire Gouge Head Dia. Pre -Bore Drill Did. Pd Plywood 2" A31 10-1/4 .2BI' But Common 2-1/2". ,131' " 10-114 .281' 100 Plywood 2-3/8i". .148" 9 .112 IOd Common 3' .148' 9 ,312' 1(id Short (harder) 3-1/4" ..131 10-1/4 .281' -06d "a"" 1-7 4' .148' 9 .344' 40d Common - 5.225" 4 (469 11 64" or no. 18 Pain age So Cooler '.-5/8" .086" 13-112 .22d" 6d Cooler i-7 8" .092 13 ,250' ?C) Z0-002 2-(()--ZoZo 7 Lateral Analysts - Sheet I Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 Seismic Design Project Location: 2 Cape Danbury Newport Beach, CA 92660 Latitude: 33.623 Longitude: -117.903 Occupancy Category: II I= 1.00 MappeAAcceleration Parameters (Refer to U965 pnntout for referenced site specihc information) 5s = 1.704 51te Class: D 51 - 0.627 MCE Spectral Response Acceferatm Parameters Fa = 1.000 5ms = F. ' 5s - 1.704 F„ - 1.500 5M i = F,. ' 51 = 0.941 Design Spectral Acceleration Parameters t Seismic pesrgn Category A5D Seismic DL factor = 0.44 DL 5ps a 2/a 5m5 - 1.136 per Table I I :6-1 : D P. 1.3 Sm = % SMI - 0.627 per Table I I .6-2: D P= 1.3 Appraminate Fundamental Period h„ = 28.00 ft Ct = 0.02 X. 0.75 T, = Ct IN)' = 0.243 Cu - 1.400 TMax = C. Ta = 0.341 TL = 8 from ASCE 7-05 Fig. 22- / 6 5eismrc Response Coefficients ? Base Shear (Load Combinations of CBC Section f 605.3. /) (/28.21 (128-31 !12:651 f/2.6-61 Drrectlon R Cs. C, MAY C" MM Cn M/N V = 0.7 p C9 W *5 6.5 0.175 0.283 0.010 0.048 VN -5 = 0.159 W E -W 6.5 0.175 0.283 0.010 0.048 Ve.w - 0.159 W .Area NI 2 story condition Roof PRtch - 6 _ nZE Plt190t Plt Roof Level Plate Ht = 8.00 ft 19.14 ft I I .14 ft Floor Thickness = 1.14 ft Floor Level Plate Ht = 10.00 ft 10.00 ft 0.00 ft Roof le - R h tnb L.ft pmt Lew Trans Roof T.A, = 28405f 20 psf - - 56800 lb 5G80011, Transverse walls: Exterior: 15 psf 4.00 ft 127.00 ft x I - 7620 It, Intenor: 10 psf 4.00 ft 187.20 ft x I = 7488 Ib - _-Longdu is walls " :_-Exterior: ---T6psf- -4.0a ft T50 30 ft z T- $81b Interior: 10 psf 4.00 ft 122.50 ft x I = 4900 Ib Load to diaphragm = Diaphragm DL + perpendicular walls x 4,00 ft. - 71908 lb - 70718 Ib Load to diaphragm below = perp. walls x 4.00 R. + parallel int. walls x 8:00 ft. = 24908 Ib 28159411, Floor I-- DL h_,tnb Lk Qb� on Trans Floor T.A. = 2700 sf 15 psf - - - 40500 Ib 4050011, Low Roof T.A. = 895 sf 20 psf - 17900 Ib 17900 Ib Transverse walls: Exterior! 15 psf 5.00 ft 1 13.40 ft x I = 8505 Ib - Interior: 10 psf 5.00 ft 1 17.89 ft x I - 5895 It, - Longitudinal walls: Exterior! 15 psf 5.00 ft 177.34 ft x I = - 13301 Ib Interior: 10 psf 5.00 ft 82;96 ft x I = 414811, Load from above = 249081b 28894 Ib Load to diaphragm = Diaphragm DL + perpendrealarwalls x 5.00 ft. t Load from above = 977081b 104743 It, Lateral Analysts - Sheet I Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 R Load to diaphragm below — perp. walls x 5.00 R. t parallel mt. walls x /0.00 ft. = 0 Ib 0 Ib Force Dishr1whon - Lona:tudmal Direction FX hx FX hx &Etg V secs TA y4mf Rook 71905 19.14 1376319 99195 x.159- 15776 Ib 12840= 5.55 p5f Floor: 97708 10.00 977075 70420 x.159= 1 1200 Ib 13595- 3.12 psf Total: 169616 2353394 Force AstnLwhon - Transverse D/rectAon Px hx Ar1hx Fdill Vxa M kp f Roof 70718 19.14 1353543 98916 x .159 - 15732 Ib / 2940 = 5.54 psf Floor: 104743 10.00 1047425 76545 x.159= 12174 Ib /3595= 3.39 psf Total: 175461 2400968 Lateral Analysis - Sheet 2 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 Wind Design Job No: 2020002 Date: 03/23/20 10 Basic Wind 5peed: 96 mph Exposure: C zu = 900 a = 9.5 Ke = 0.85 Ka = 1.00 1 = 1.00 Area #1 Roof pitch - 6.0:12 0- 26.57 degrees from honzontal dnoPoz to ridge = 12.00 ft hrobr = 6.00 ft hpiATe - 19.1.4 ft hMEAN = 22..14 ft = hPIATe +.haoor/ 2 Kz = 0.92 q: - 18.48 p5f - 0.00256 Kz K, Ke. V21 Least honzontal dim — 32.00 ft a — 3.20 ft 2a - 6.40 ft Use 7 Ft Zone: l 2 3 4 /f 2f 3f 4f GCpi = 0.55 -0.10 -0.45 -0.39 0.73 -0.19 -0.58 -0.53 p (pef) = 10.16 -1.83 -8.26 -7.22 13.45 -3.52 -10.81 -9.88 Lateral Analysis - 5heet 3 Area 0l - wl i Area 0/ w2: Area AF/ - w3i Area #/ - w4: Diaphragm shams: Left Boundary: Diaphragm depth - v,dia, left = v,allow = Moments 0 Chords: At x M= TcnoaD a Zone p,wind Cain Residence Job No: 2020002 p,wind ht 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 l Diwwhragm A'/ Roof Level N-5 Direction 4.00 ft x.ierr = 0.00 ft x,wGm = 34.33 ft Diaphragm width = 34.33 ft 3E 5atsmic loads Load lD w5[/S Y,M/M Y,MAY depth VS£/5 XM/A' X,MAY wI - LIR 5.55 p5f 14.00 ft 38.75 ft 24.75 ft 137.5 plf 0.00 ft 34.33 ft Uniform Wind Loads Windward Surfaces Leeward Surfaces 6.75 ft Area 0l - wl i Area 0/ w2: Area AF/ - w3i Area #/ - w4: Diaphragm shams: Left Boundary: Diaphragm depth - v,dia, left = v,allow = Moments 0 Chords: At x M= TcnoaD a Zone p,wind ht 7.00 ft p,wind ht I E 13.45 4.00 ft 4E -9.88 4.00 ft 2E -3.52 6.75 ft 3E -10.81 6.75 ft 1 10.16 4.00 ft 4 -7.22 4.00 ft 2 -1.83 6.75 ft 3 -8.26 6.75 ft Left side_ of nmohraam X MIN X MAY 0.00 ft 7.00 ft 0.00 ft 7.00 ft 7.00 ft 34.33 ft 7.00 ft 34.33 ft ,eahr SdP.,fn, .h. Seismic Mad/ Wmd2 Mnd,/ofsr Seismic .Wind/ Wind 2 kffnd,Iorsr 23601bs 2124 Its 2124 Its 11545lbsl 23601bs 1959lbs 1959lbs 18451bs Y M/M Y" Y M/M Y MAY 14.00 ft 38.75 ft Right Boundary: 14.00 ft 38.75 ft 24.75 ft Diaphragm depth = 24.75 ft 95.4 plf V,dia, right = 95.4 plf 180.0 pIf OK v,allow = 180.0 plf OK 17.17 ft VX = 011-15 20254 ft -lbs Unblocked Diaphragm OK 8181b5 at diaphragm depth - 24.75 ft Chord Splicer: 8- 1 Gd or C516 Lateral Analysis - Sheet 4 A=01 - wl; Area A'/ - w2' Area OF/ - w3: Area A`/ - w4: Diaphragm Shears: Zone. P, wad ht Zone P,wad ht Cain Re5ldence Job No: 2020002 4.00 ft 4 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 2 -1.83 5.25 ft 12 Ovphnym A`2 Roof Level N-5 Direction 13.45 x,trrr - 34.33 ft x,w-rT = 55.00 ft Diarbragm width = 20.67 ft 4.00 ft 5eismlc Loads Load /D WWO YM/,v YMAY. depth V$E15 XMM XMAY w l - LIR 5.55 p5f 7.00 ft 38.75 ft 31.75 ft 176.4 plf 34.33 ft 55.00 ft Uniform Wind Loads Windward Surfaces Leeward Surfaces A=01 - wl; Area A'/ - w2' Area OF/ - w3: Area A`/ - w4: Diaphragm Shears: Zone. P, wad ht Zone P,wad ht 1 " 10: 16 4.00 ft 4 -7.22 4.00 ft 2 -1.83 5.25 ft 3 -8.26 5.25 ft I E 13.45 4.00 ft 4E -9.88 4.00 ft 2E -3.52 5.25 ft 3E -10.81 5.25 ft X MIN X MAY 34.33 ft 48.00 ft 34.33 ft 48.00 ft 48.00 ft 55.00 ft 48.00 ft 55.00 ft Left Side of Dw hra g m Right yule of Dv m 56smiC Wmd / Wind 2 Wmd, wp5r Se/smrC Wind l .Wad 2 - Wind loss' 1823 lbs. 11.01. lbs I 10 1 Ib5 - 95GIbsi 1823 lbs 1232 lbs 12321bs 956 Ib,, Moments t Chords: At x = 44.67 ft VX = Olbs M = 9419 ft4b5 Tonopm = 228 lbs at diaphragm depth = 41.33 ft Lateral Analysis - Sheet 5 Unblocked Diaphragm OK Chord 5 lices:'8-16d or C516 yM/N YWAY yM/N Y,"" Left Boundary: 7.00 ft 48.33 ft fbght Boundary: 7.00 ft 48.33 ft Diaphragm depth = 41.33 ft Diaphragm depth = 41.33 ft V,dis, left = 44.1 pif v,dia, right = 44.1 plf v,allow = 180.0 plf OK v,allow = 180.0 Of OK Moments t Chords: At x = 44.67 ft VX = Olbs M = 9419 ft4b5 Tonopm = 228 lbs at diaphragm depth = 41.33 ft Lateral Analysis - Sheet 5 Unblocked Diaphragm OK Chord 5 lices:'8-16d or C516 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/220 Diaphragm AV Roof Level IV -5 Di ection 15 J x,Lrrr - 24.00 ft x,wcia = 55.00 ft Diaphragm mdth = 31.00 ft Seismic Loads Load ID Wgfs Y,M/N Y, a depth v,Mis xMiN xMAY W1 = LIR 5.55 psf 48.33 ft 76.00 ft - 27.67 ft . 153.7 r[f 24.00 ft 55.00 ft I Iniform WinA i mi f% W.Au.rA.':'iu ) .,..w _ _.. Area N/ = wl: Area off/ - w2: Area,ffl - w3: Area,ffl - w4: Diaphragm 5hears: Zone p, wad ht Zone p, wrAd ht I " 10.1 G 4.00 ft 4 -7.22 4.00 ft 2 -1.83 5.25 ft 3 -8.26 5.25 ft I E 13.45 4.00 It 4E -9.88 4.00 ft 2E -3.52 5.25 It 3E -10.81 5.25 ft Left5ide of Dianhraam X MIN X MAY 24.00 ft 48.00 If 24.00 ft 48.00 It 48.00 ft 55.00 It 48.00 ft 55.00 ft R.ht SA, . f jr? M,h. Seismic Wind / 144nd2 Mndiof5,-1 Seismic Mad l Windt Wind,1oPsr 238211,s 16231bs 1623lbs 14341Lsl 23821bs 1777lbs 1777lbs. 1434169 Lateral Analysis - Sheet 6 i+M/N YM" Left Boundary: 48.33 ft 76.00 ft Diaphragm depth = 27.67 ft v,allow = v,dia, left - 86. I pIf _ v,allow = 180.0 pIf OK Moments 0 Chords: At x = 39.50 ft VX = M - 18464 ft -lbs TCHORD = 667 Ibs at diaphragm depth = Lateral Analysis - Sheet 6 y,MiN y,„NAY fLght Boundary: 48.33 ft 76.00 ft Diaphragm depth = 27:67 ft v,dia, right - 86: I pIf v,allow = 180.0 p1f OK O Its _ Unblocked Diaphragm OK 27.67 ft Chord Splices: 8-16d or CSI 6 Lateral Analysis - Sheet 6 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23120 1+ Line I _. Level 2 Location: Left of 8R5/Bath5 E Storage Diaphragm Loads: Seismic Wind / Wind 2 Wind:mm ymm ,V. mar Load # 1: 2360 It, 2124 Ib 2124117 1845 Ib 14.67 ft 38.75 ft Tota/Shear: Seismic Wind. 1. .Windt Wind. V at this level = 2360117 2124 Ili 2124 It, 184516 V,total = 2360117 2124 117 2124 lb 1845 lb Shear Walls / Diaphragm Connections: - Combmed wall length = 18.83 ft v, wall = 125 plf Shear Panel T 10 Length of top plate = 24.08 ft v, plate = 98 of A35 Spacing 4I';iec q�3ak :*"�` .GrIR 14 3 i -f sin!' ,LArd fa -Va,: /,O,li7 Seismic DL Adjustment ® 0.6 - 0.14 * Sds= . 0.44 DL Wall I Length - 6.33 ft seismic Wind / Wind 2 Wind.mm Drag 257 Its Start of Wall: 14.67 ft OTM: 6.3 it -k 5.7 ft -k 5.7 ft -k 5.0 ft -k Flt. 5plice r ' t End of Wail: 21.00 ft 0.44'RM 1.4 ft -k 1.9 ft -k 1.9 ft -k9 ft -k Alt. Strap Wall Height: 8.00 ft Uplift abv: h/d = 1.26 Net Uplift: 778 Ibs 597 Ibs 597 lbs 478 Ibs H1dn Strap: CSI 6 Uniform DL Resisting: 16 1.0 plf Roof (212+ 1)+ExtWalt 8 Wall 2 Length = 12.50 ft Seismic Wind / Wind 2 Wi mm Drag 580 lbs Start of Wall: 20.33 ft OTM: 12.5 ft -k 1 1.3 ft -k 1 1.3 ft -k 9.8 ft -k Pit. Splice End of Wall: 32.83 ft 0.44'RM 5.5 ft -k 7.5 ft -k 7.5 ft -k 7,5 ft -k Alt. Wall height: 8.00 ft Uplift abv: Wd = 0.64 Net Uplift: 559 His 299 lbs 299 Ibs 1.80 Its, Hldn Strap: C516 .Uniform OL Resisting: 161.0 plf Pool (2/2+ 1)+ExtWall'8 Lateral Analysis - Sheet 7 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach. CA 92660 Date: 03/23/20 Lme 2 .Level 2 Location: Left of.BR3 6 Hall ( 5 Diaphragm Loads-. m� Wind/. ,Wind 2 wind,mm Y, min v ma Load #i: 2360 Ib 195911, 1959 It, 1845 Ib 14.67 It 38.75 ft Load #2: 1823 Ib 1 101 Ib 1 101. It 956 Ib 7.00 ft 38.75 ft Tota/Shear. Seismic Wn_d /. Wind 2 _Windmrn Vat this level = 4183 Ib 3060 Ib 3060 Ib .2801 ib V,total _ 4183 Ib 3060 Ib 3060 It, 2801 Ib Shear Walls / Diaphragm Connections: Combined will length = 17.92 ft Leng31 75 ft th of top plate = v wall 233 plf Shear Panel T e I I LM'-/ t y y _. v plate 132 plf a A35 Spacm Seismic DL Adjustment 0.6 0 = m� Load / at diihrsgm'1 �, s J .14 Sds= 0.44 DL Wall I Length = 9.17 ft. 0.44'RM... ismic Wind / Mod 2 Wmd.mm Start of Wall: 12.00 ft OTM: 17.1 ft- Drag 690 lbs End of Wall: k 12.5 ft -k 12.5 ft -k I I.5 ft -k Pit. Splice: J 21.17 ft o.6 -RM: 2.2 ft -k 3.0 ft -k 3.0 ft -k 3.0 ft -k Aft. Strap, t' Wall Height: 8.00 ft Uphft abv: r. Wd = 0.87 Net Uphft: 1625 lbs 1036 Its 1036 lbs 921 lbs Min Strap: C516 Uniform DL Resisting: 120.0 plf Roop4/2+IntWalll'8 Wall 2 Length = 8.75 ft 0.44'RM 5 ism Wind / Wind Start of Wall: 26.00 ft -� _Windmm Drag 622 lbs OTM: 16.3 ft -k 12.0 ft -k 12.0 ft -k 10.9 ft -k Plt. Splice;, k End of Wall: 34.75 It 0.6 -RM: 5.1 ft -k 6.9 ft -k 6.9 ft -k 6.9 ft -k Alt. Strip:M010 i Wall Height: 8.00 ft Uplift abv: Wd = 0.91 Net Uplift:1289 lbs 579 It's 579 lbs 463 lbs HldnStrap: C516 Uniform DL Resisting: 300.0 plf RooP2212+IntWall'8 Dr�oraes at Specified Locations Enter distance from datum: 26.00 ft Drag force = 61 Ib gpwy P/t Sn/rce kil - --- ...wias[er oearoom Diaphragm Loads: ism Wind / Md 2 Win mm V, Min Y, max Load p 1 : 2382 It, 1623 Ib 1623 Ib 143411, 24.00 ft 55.00 ft Tota/Shear.• Seismic py=d / Wed 2 Wind.mm V at this level = 2382 It, 1623 It, 162311, 1,434 16 V total = 2382 Ib 1623 Ib 1623 It, 1434 It, Shear Walls/ Diaphragm Connections: - _----- Combined wall length = 7.17 ft Length of top p 31 00 ft v wall = 332 plf 9 late Shear Panel T e 10 v late - P t/olry,uer± j t P 7� if A35 spacmgg,, Seismic DL Adjustment 0.6 grJjcpT ;r Wall I - 0.14 Sds= 0.44 DL n s 12 Length , 7.17 ft 0.44'RM Seismic Widd // Wid2 Wnd.mm Drag 2344 Its Start of Wall: 54.50 ft OTM: 19.1 ft -k 13.0 ft -k 13.0 ft -k 1 1.5 ft -k Plt. Sphce Wall Height: 8.00 ft Uplift abv: 2 I:6d a tit Start End of Wall: 61.67 ft 0.6'RM: 1.8 ft -k 2.5 ft -k 2.5 ft -k 2.5 ft -k Aft. Strap MSTC2$_' t hid = 1.12 Net Uplift: 2407 lbs 1468 Iles 1468.Ibs 1256 lbs Hldn Strap: 2-0516 Uniform DL Resisting: 160.0 plf RooP(2/2+ I )+G2Wall'8 Lateral Analysis - Sheet 8 Lateral Analysis - Sheet 9 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 ' Line 4 Level 2 Location: Right of 2nd floor D/aphragm Coeds: ecsmrc Wad / Wnd 2 Win mi Y. min y�max Load # 1: 1823 It, 1232 Ib 1232 lb 956 It, 48.33 It 76.00 ft Load #2: 2382 It, 1777 Ib 1777 Ib 1434 It, 7.00 ft 76.00 ft Total 51140r.. 5e/5m/G Wind / Wind 2 Wind. min V at this level = 4205 It, 30091b 3009 Ib 2390 Ib V,total - 4205 1b 300911, 3009 It, 239016 5hear Wa//s / 01aphragm Connections: Combined wall length = 27.75 ft v, wall - 152 plf 5hear Panel Type 10 Length of top plate = 69.00 k v, plate - 61 pIf A35 Spacing '.- '4Pf-, Ha>4'C lrl(fire91d32tY!'j ' ;, a I "" ,..�,1�,• �,.`38ml1flcFoadfctor /.00 at44gm�Cof;`r7t�`a7- Seismic DL Adjustment 0.6 0.14 ' Sds- 0.44 DL " Wall 1 Length - 7.42 ft Seismic Wind / Wind 2 Wiad mm Drag 535 Ibs Start of Wall: End Wall: 22.50 ft OTM: 5.0 ft -k 6.4 ft -k 6.4 ft -k 5.1 ft -k Pit. Splice of 29.92 ft 0.44'RM 4.1 ft -k 5.6 ft -k 5.6 ft -k 5.6 ft -k Alt. Strap Wall. Height: 8.00 ft Uplift abv: h/d ,a 1.05 Net Uplift: 656 lbs 1 I I Its I 1 I lbs 0 lbs hidn Strap: C516 Uniform DL Resisting: 340.0 pIf RooP(20/2+ I)+ExtWall'8 Wail 2 Length = 14.50 It Seismic Win 1 Wind 2 Wiwt Drag: 438 Its Start of Wall: 48.33 ft OTM: 17.6 ft -k 12.6 ft -k 12.6 ft -k 10.0 ft -k Pit. splice End of Wall: 62.83 It 0.44'RM 10.2 ft -k 13.9 ft -k 13.9 ft -k 13.9 ft -k Alt. Strap Wall Height: 8.00 it Uplift abv: h/d - 0.55 Net Uplift: 434 1105 0 Its 0. lbs 0 lbs Hkin Strap: C516 Uniform DL Resisting: 220.0 pIf RooP(y2+ 1)+ExtWall'8 Wall 3 Length = 5.83 ft 5 isms Wind Mnd 2 Wind mm Drag: 265 It* Start of Wall: 69.84 ft OTM: 7.1 ft -k 5.1 ft -k 5.1 ft -k 4.0 ft -k Pit. Splice: End of Wall: 75.67 ft 0.440RM 2.6 ft -k 3:5 ft -k 3.5 ft -k 3.5 k p -k Alt: Strap: � 0 r t!'Ll Wall Height: 8,00 ft Uplift abv: - Wd = 1.37 Net Uplift: 775 ibs 272 Ibs 272 lbs 94 Its, Hldn Strap: C516 Uniform DL Rcsistmg: 340.0 pIf RooP(20/2+ 1)+ExtWall'8 Lateral Analysis - Sheet 9 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 Lhaphngm,M/ Roof Level E -W Direction 17 x,teer = 14.00 ft x,ruenr - 38.75 ft Diaphragm width = 24.75 ft 5ammicLoads Load ID _.w5fts Y"WIN. Y.n depth vse/s XM/N XMAY W1 = F/R 5.54 psf 0.00 ft 34.33 ft 34.33 ft 190.2 pIf 14.00 ft 38.75 ft Uniform Wind Loads Windward5urfaces Leeward 5urfaces Area /7 - wl. Area ON - w2: Area ,i'l - w3: Area ON w4: Dvphragm 5M215.- Left hears: Left Boundary: Diaphragm depth - v,dia, left - v,allow = Moments it Chords: Atx- M= Tc oRD = Zone P, wmd ht. Zone p, wind ht I E - 13.45 4.00 ft 4E -9.88 4.00 ft 2E -3.52 5.50 ft 3E -10.81 5.50 ft 1 10.16 4.00 ft 4 -7.22 4.00 ft 2 -1.83 4.58 ft 3 -8.26 4.58 ft Lek Bide of Duohraam X,M/N X MAY 14.00 ft 21.00 ft 14.00 ft 21.00 ft 21 '.00 ft 38.75 ft 21.00 ft 38.75 ft Seismic Wind l Wind2 wind,/oPsr 5usmic Wnd l Mnd.2 Wnd,/orsr 2353 Its 1432 Its 143211,5 1 1 17 The 2353 Ibs 1259 Its 1259 Its 1071 Ibs Y M/N Y MAY Y MIN Y MAY 0.00 ft 34.33 ft fLght Boundary: 0.00 ft 34.33 ft 34.33 ft Diaphragm depth - 34.33 ft 68.5 pIf v,dia, right - 68:5 plf 180.0 pIf OK v,allow - 180.0 pIf OK 26:38 ft vx - 14561 ft -lbs 424 Its at diaphragm depth = 0 Its Unblocked0iaphragm OK 34.33 ft Chord Splices: 8-16d or C5 16 Lateral Analysis - Sheet 10 Area AN -wli Area AN - w2: Area AN - w3: Area 0/ - w4: Dvphragm She,15. X.M 7.00 ft 14.00 ft 7.00 ft 14.00 ft Cain Residence Job No: 2020002 ht Zone 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 I E 13.45 4.00 ft 1 fb Diaphragm ,/'2 Roof Level f -W D/rect/on -3.52 x,u•rr - 7.00 ft x,2GriT - 38.75 ft Diaphragm width = 31.75 ft 5.50 ft Seismic Loads Load /D W$E13 XM/N V MAY depth VIM/9 X MM X MAY W1 - T/R 5.54.psf 34.33 ft 55.00 ft 20,G7 ft 1 14.5 plf 7.00 ft 38.75 ft Uniform Wind Loads Mridivard.5urbrps -8.26 Area AN -wli Area AN - w2: Area AN - w3: Area 0/ - w4: Dvphragm She,15. X M/N X.M 7.00 ft 14.00 ft 7.00 ft 14.00 ft Zone pmad ht Zone P, wind ht I E 13.45 4.00 ft 4E -9.88 4.00 ft 2E -3.52 5.50 ft 3E -10.81 5.50 ft I 10.16 4.00 ft 4 -7.22 4.00 ft 2 -1.83 4.58 ft 3 -8.26 4.58 ft X M/N X.M 7.00 ft 14.00 ft 7.00 ft 14.00 ft 14.00 ft 38.75 ft 14.00 ft 38.75 ft Left 5/de of Dn hra g m Re tit 51de of Dia hra ni 5e,"W Wind / Wind 2 Wnd.josI 5esm/c Wind l Wind 2 Wind rorsr 1818lbs- 1786.Ibs 1786Ib5 1419lbsi 1818I1s-1597lbs 1597Ibs 1369lbs At x = 22.88 ft Vx = M = 14427 ft -lbs Tcnow - 698 lbs at diaphragm depth = Y M/N Y MAY Left Boundary: 34.33 ft 55.00 ft Diaphragm depth - 20.67 ft v,dia, left - 87.9 plf v,allow - 180.0 Of OK Moments 4 Chords: At x = 22.88 ft Vx = M = 14427 ft -lbs Tcnow - 698 lbs at diaphragm depth = Lateral Analysis - Sheet I I Y M/N Y MAY Right Boundary: 34.33 ft 55.00 ft Diaphragm depth = 20.67 ft v,dia, right = 87.9 plf v,allow - 180.0 plf OK O lbs Unblocked Diaphragm OK 20.67 ft Chord S hces: 8-16d or CSI 6 Lateral Analysis - Sheet I I Sersmrc IMnd / Cain Residence Wind, Iofsr Job No: 2020002 Wind 2 Wind, Iofsr 2 Cape Danbury Newport Beach, CA 92660 474 Its Date: 03/23/20 411 lbsl 548 lbs 474. Its 47411,s 411 lbs 26.5 of 'q DmphWar, A3 Roof.. Level E -W Direction OK v,allow - 180.0 plf OK XAM = 38.75 ft x,wcnT = 48.33 ft Diaphragm width = 9.58 ft At x - 43.54 ft Seismic Loads Load ID w5t/5 y,M/N Y,MAY depth VWI5 X MIN X MAY w l = FIR 5.54 psf 34.33 ft 55.00 ft 20.67 ft 1 14.5 plf. 38,75 It 48.33 ft Uniform Wind Loads Windward Surfaces Leeward 5urfaces Zone ,wind ht .Zone p ,wind ht - x.mly- xm" Arra 0/ - w? I 10.16 4.00 ft 4 -7.22 4.00 ft 38.75 ft 48.33 R Area Al - w2: 2 -1.83 4.58 ft 3 -8.26 4.58 ft 38.75 ft 48.33 ft Diaphragm Shears: Lek 5/de of Daphralm ht hide of D/a hr In Sersmrc IMnd / Wind 2 Wind, Iofsr Seismic Wind / Wind 2 Wind, Iofsr 548165.. 474 Its 474 Its 411 lbsl 548 lbs 474. Its 47411,s 411 lbs D/aphfiyi nr 04 Roof Level E W Direction x,ierr - 48.33 ft z,wcnT = 76.00 ft Diaphragm width = 27.67 ft Seismic Loads Load /D w5o5 Y,MIN y MAY depth KX45 x MIN x MAY wl = OR 5.54 psf 24.00 ft 55.00 ft 31 .00 ft 171.7 plf 48.33 ft 76.00 ft Uniform Wind Loads Windward Surfaces Leeward Surfaces Area 0/ wl: Area ,P'l - w2: Area ,!'/ - w3: Area ,4'/ - w4: Diaphragm5hearsi Left Boundary: Diaphragm depth® v,dia,left = V,allow - Moments R Chords: At x - M= Tcnoao = 1 10.16 y M/N YMAY -7.22 i,M/N YWAY Left Boundary: 34.33 ft 55.00 It fight Boundary: 34.33 ft 55.00 ft Diaphragm depth = 20.67 ft 48.33 ft Diaphragm depth - 20.67 ft v,dia, left - 26.5 of -9.88 v,dla, right = 26.5 plf V,allow - 180.0 plf OK v,allow - 180.0 plf OK Moments 6 Chords: 69.00 ft 76.00 It /vft .Side of Ovuhr»m - At x - 43.54 ft VX = 0 Ibs M = 1314 ft -lbs Unblocked Diaphragm OK Tema - 64.lb5 at diaphragm depth - 20.67 ft Chord 5 hces:8-16d orC516. D/aphfiyi nr 04 Roof Level E W Direction x,ierr - 48.33 ft z,wcnT = 76.00 ft Diaphragm width = 27.67 ft Seismic Loads Load /D w5o5 Y,MIN y MAY depth KX45 x MIN x MAY wl = OR 5.54 psf 24.00 ft 55.00 ft 31 .00 ft 171.7 plf 48.33 ft 76.00 ft Uniform Wind Loads Windward Surfaces Leeward Surfaces Area 0/ wl: Area ,P'l - w2: Area ,!'/ - w3: Area ,4'/ - w4: Diaphragm5hearsi Left Boundary: Diaphragm depth® v,dia,left = V,allow - Moments R Chords: At x - M= Tcnoao = 1 10.16 4,00ft 4 -7.22 4.00 ft 48.33 ft 69.00 ft 2 -1.83 4.58 ft 3 -8.26 4.58 ft 48.33 ft 69.00 ft I E 13.45 4.00 ft 4E -9.88 4.00 ft 69.00 ft 76.00 ft 2E -3.52 4.58 ft 3E -10.81 4:58 ft 69.00 ft 76.00 It /vft .Side of Ovuhr»m - --IP.A.AR1 sn. . __ '-`:-"_ _.. .. 5e/smic Wind l Wind 2 Wind, /oPsr Sesm/e Wind / Wind.2 Wind, IOPeif 2376 os 1394 Ibs 1394165 1 187 051 2376 Or, 1539 Ibs 1539 fb5 1 187 Its Y MIN Y MAY 24.00 ft 55.00 ft 31 .00 ft 76.6 plf 180.0 plf OK 62.17 ft VX = 16434 ft -lbs 530 Its at diaphragm depth - Lateral Analysis - 5heet 12 Y MIN YAW Right Boundary: 24.00 ft 55.00 ft Diaphragm depth = 31.00 ft v,dia, right = 76.6 plf V,allow = 180.0 plf OK O lbs _ Unblocked Diaphragm OK 31.00 ft Chord Splices: 8-16d or C5 6 Lateral Analysis - 5heet 12 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 Location: Frnnf of Pao 20 Diaphragm Loads: Seismic Wind / Wnd 2 Win Load B 1: 2353 It, 1432 Ib 14321b 1 1 17 Ib 4= 0.00 ft 34.33 ft Total Shear Seismic Wind /. Wind 2 Wind, V at this level _ 2353 Ib 1432 It, 1432 It, 1117 Ib V,total = 2353 It, 1432 Ib 143211, 1 117 It, Shear Walls/Diaphragm Connections: Combined wall length = 11.66 k H:W Reduction- 1 r25-.125• ( ) 94% -New Gp.=46.J.plf-0K T v' I 1 Length of top plate = 34.33 k v, wall = 202 pif Shear Panel:T 1 1 V. plate = 69If P A35 Spacing �,,:� • , Lh:c Lrrad'fct! }' , l;bO = Seismic DL Adjustment • Sds- -0.6-0.14 0.44 DL at a Apirarh iprs . ` F t Wall I Length = Start 4.25 ft Sem Wind // Wind Wind.mm Drag 320 of Wall: End of Wall: 4.67 ft OTM: 8.92 ft 0.44 -RM 6.9 ft -k 1.0 ft -k 4.2 ft -k 1.4 ft 4.2 ft -k lbs 3.3 ft -k Plt. Splice. �t Wall Height: -k 1.4 ft -k1.4 ft -k Alt. Stra ` P 8.00 ft Uplift abv: ., h/d = Uniform DL Resisting: 1.88 Net Uplift: 1380 ibs 250.0 pif RooP(I I/2+I)+ExLWall•8 663 lbs 663 lbs 447 lbs Hldn Strap: CS 16 Wall 2 Length = 2.83 ft Seismic Wind / Wi_ nd 2 Wind.mm Start of Wail: End of Wall: 24.50 ft OTM: 27.33 ft 0.44•RM 4.0 ft -k 0.4 ft -k 2.4 ft -k 2.4 ft -k I . k Drag 822 its k Pit. Splice Wall 0.6 ft -k 0.6 ft -k 0.6 ft -k Alt. 6 Height: 7.00 ft Uplift abv: h/d = Uniform DL Resisting: 2.47 Net Uplift: 1256 lbs - 250.0 pif RooP(I 1/2+ I)+E4Wall•8 647 Its 647 Its 458 Its Hidn Strap: CS 16 CS 16 a pitenor Postsper 105 - Wall 3 Length = 4.58 ft ei mi Win / Wind 2 Windmm Start of Wall: End of Wall: 29.58 ft OTM: 34.17 ft 0.44•RM 6.5. ft -k 1.2 ft 3.9 ft -k 3.9 ft -k Drag 3. i ft -k pit. Splice 599 lbs 1< ,�' Wali Height: -k 1.6 ft -k I .6 ft -k 1,6 ft -k Alt. Strap 7.00 ft Uplift abv: Nd = Uniform DL Resisting: 1.53 Net Uplift: 1160 lbs 250.0 pif RooP(I 1/2+ I)+ExtWall•8 516 Its 516 lbs 327 Ibs Hidn Strap: CS 16 CS 16 49 Gcterror Posts per 16,GD2 im: 24.50 ft Drag force = 822 It, Lateral Analysis - Sheet 13 5triv�_ It ' CSItGr Y 18-.'6�' r Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 21 .line 6 Level 2 Location: Front of BR3/Bath 3 - EX15TING Diaphragm Loads:. Seismic Wind / Wind 2 Wnd, V. V. Load NI : 18181b 1786 Ib 1786 It, 1419 Ib 34.33 ft 55.00 ft Total Shear. Seismic .Wind. / Wind 2 Win mm V at this level - 1818 Ib - 1786 Ib. 1786 Ib 1419. lb V,total = 1818 lb 1786 It, 1786 Ib 1419 Ib 5hear Wa//s /Dvphragm Connections H:W Reduction=1,25-.125'(Wb)=90%-Naw Cap. -440 plf-M@ Tym I I Combined wall length - 5.66 ft v, wall - 321 plf Shear Panel Type 10 Length of top plate = 20.67 ft v, plate - 88 plf A35 Spacing , t}"Q.' ; 3 Lopcl f ! aeG�r '1'00 at ' z a s !recJ.P!+'as?Gdn..S .. Seismic OL Adjustment - 0.6 - 0.14 ' 5d5- 0.44 DL Wall I Length a 2.83 ft Seismic Wind / Wind2 Wi mn Drag: 660Ibs Start of Wall: 34.33 ft OTM: 7.3 ft -k 7.1 ft -k 7.1 ft -k 5.7 ft -k Pit. Splice End of Wall: 37.16 ft 0.440RM 0.4 ft -k 0.6 ft -k 1 0.6 ft -k 0.6 ft -k Alt. Strap �, y ,� Wall Height: 8.00 ft Uplift abv: Wd = 2.82 Net Uplift: 241 1 lbs 2310 lbs 2310 lbs, 1793 16s Hldn Strap: 2-0516 Uniform DL Resisting: 250.0 plf Roof*(i 1/2+ 1)+EatWall'8 Wall 2 Length - 2.83 ft Wind / Wind2 Mild mm brag:. 659 Its Start of Wall: 52.17 ft OTM: 7.3 ft -k 7.1 ft -k _ 7,1 ft -k 5.7 ft -k Pit. Splice i$� End of Wall: 55.00 ft. 0.44•RM 0.4 ft -k 0.6 ft -k 0.6 ft -k 0.6 ft -k Alt. Strap Wall Height: 8.00 ft Uplift abv: Wd = 2.83 Net Uplift: 2412 lbs 2310 Itis 2310 lbs 1793 lbs Hldn5trap: 2-0516 Uniform DL Resisting: 250.0 PH RooP(1 1/2+ 1)+ExtWall'8 Drag Forces at Specified Locations: 5 ra It 5 / e Enter distance from datum: 37.16 ft Dra g force = 659 Ib rr`, TI# $ -"gyp 52.17ft659It, 11 v a a'�r�"x: <6T'+ ^i 8=fi'd Lateral Analysis - Sheet 14 Drag Forces at S"Cihed Locations• .Enter distance from datum: 31.00 ft Drag force = 529 Ib Lateral Analysis - Sheet 15 2 Cape Danbury Cain Residence Newport Beach, CA Job No: 2020002 92660 Date: 03/23/20 Line 7 Level 2 Location: Rear of Bath 4 E BR2 22 Dkophragm Loads: 5ei mic Wind / �M_ nd22 i d mm Wn.. vmm Load #1: 2353 Ib 1259 Ib 1259 Ib 1071 ib 0.00 ft y.max. 34.33 k Load #2i 1818 Ib 159711, 1597 It, 136916 34.33 It 55.00 ft Load #3: 548 Ib 474 Ib 474 It, 41 1 Ib 30.00 It 55.00 k Tota/shear: 5 ismrc Wind l od _Wind.mm V at this level = 4719 Ib 3330 Ib 333016 2851 Ib V.total = 4719 Ip 333016 333011, 2851 Ib 5hear Walls/Dvphragm Conneet�ons: Combined wall length = 26.25 ft V. wall = 180 Of Length of top plate = 55.00 k V. plate = 86 If Shear Panel T 10 t-^ P A35 Spacing: Seismic. '7 DLDL Adjustment = 0.6 0.14 • Sds= 0.44 DL -'11,2� "� wall I Length a 8.00 ft 5 ismic �- Wind / Wind 2 � Mad,mm Drag 617 lbs Start of Wall: 9.00 ft OTM: 1 1.5 ft -k 8.1 ft -k 8. 1 ft -k 7.0 ft Plt. Splice 'f it End of Wall: 17.00 k 0.440RM 3.7 ft -k 5.0 ft -k 5.0 ft -k 5.0 k -k Alt. Strap AM - Wall Height: 8.00 ft Uplift abv: ?M , Wd = Uniform DL Resisting: 1.00 Net Uplift:. 980 lbs 260.0 3911 391 Its 245 Ibs Hldn Strap: C51 G pif Roof*(f 2/2+ 1)+6itWall.8 Wall 2 Length - 4.50 ft 5eismie Win / wind nd 2 Wind.mm Drag 618 165 Start of Wall: 30.00 It OTM: 6.5 ft -k 4.6 ft -k 4.6 k -k 3.9 k -k Pit. Splice rr End of Wall: 34.50 ft 0.44•RM 1.2 k -k 1.6 ft -k 1,6 k -k 1.6 it -k Alt. Strap 1mx>»vx lor Wall Height: 8.00 ft Uplift abv: Wd = Uniform DL Resisting: 1.78 Net Uplift: 1 180 lbs 260.0 664 Ibs 664 Its 518 Ibs HWn Strap: CS 16 plf Roof (f 2/2+ 1)+ExtWall•8 Wall 3 Length = 13.75 k e me Wind __[ Wind 2 Wind.mm Drag 934 lbs Start of Wall: End Wall: 41.00 ft OTM: 19.8 ft -k 14.0 ft -k 14.0 k -k I L9 ft -k Plt: Splicei Y of 54.75 ft 0.44•RM 5.0 ft -k 6.8 ft -k 6.8 ft -k 6.8 ft -k Alt, Strap Wall Height: .8.00 ft Uplift abv: Wd = Uniform DL Resisting: 0.58 Net Uplift: 1074 165 120.0 52011* 520 lbs 374 lbs Hldn Strap: G516 pif Roof'2+lntWall,8 Drag Forces at S"Cihed Locations• .Enter distance from datum: 31.00 ft Drag force = 529 Ib Lateral Analysis - Sheet 15 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 Z3 Diaphragm Loads, Seismic Wind / Wind 2 Wind mm Load #1 : 548 Ib 474 It, 474 Ib 4.1 1 It, v,mm 31.0 ft V.MWX 55.00 ft Load #2: 2376 Ib 1394 Ib 1394 It. 1 187 Ib 34.33 ft 55.00 ft Tota/ shear. Se/5 . /L Wmd / Wind 2 Wind mm V at this level = .2924 Ib 1868 76 1868 It, 1598 It, V,total = 2924 Ib 1868 Ib 1868 Ib 1598 Ib Shear Wa/ls /Dwptiragm Connectiom. Combined wall length = 13.50 ft v, wall = 217 plf Length of top plate — 24.0 ft v, plate = 122If P Shear Panel A35 Spacing „k6,S,y/iwdr„K6s/{reg°U.IarIIJ kS i,a Jy lfi ±*.,i 1 y yt 5CZ?%I!/G { Seismic DL Adjustment = 0.6 - O.14 • Sds- 0.44 DL Wall I Length = 13.50 ft Seismic Wind/ .Wind 2 owl mm Drag 2924 Its Start of Wall: 17.0 ft OTM: 23:4 ft -k 14.9. k -k 14,9 ft -k 12.8 ft- k Plt. Splice I;_ ”" End of Will: 30.50 ft 0.44'RM 4.8 ft -k 6.6 ft -k 6.6 ft -k 6.6 ft -k Alt: Strap Wall Height: 8.00 ft Uplift abv: Wei a 0.59Net Uplift: 1376 lbs 621 Its 621 lbs 461 165 Hldn Strap: CS 16 Umform DL Resisting: 120.0 plf RooP2+lntWall•8 Lateral Analysis - Sheet 16 Cam Residence 2 Cape Danbury Newport Beach. CA 92660 Opphragm Coads: --- --^• ......e5cer. aathroom Load #1: Wind,? 2376 Ib 1539117 153911, 187 It, 24.00 ft %Otd/Shear. Vat this level = Seismic .Wild. //. Wind 2 likd.mm V,total = 2376 Ib 1539 Ib 153916 1 1.87 Ib. 237616 153976 1539 Ib 1187 It, Shear Wa/ls /Ojphragm Connectagsr Combined wall length - 12.00 ft Length of top plate = 31.004 v wall - 198 plf v Plate 77 If Y 55.00 ft Job No: 2020002 Date: 03/23/20 24 Shear Panel ., .e / iP T A55pangs; O j,o Seismic DL i Ad U-41 Stment /� 'Won - Wall J 0 6 - 0.14 • 5dsa Fir /OQs at�hr+r9rArC/eeFy Ir, Wall I Len the 0.44 DL 9 5.50ft slat Wnd / Start of Wall:. 33.00 it d M,7d 2 Wnd.mm OTM: 8.7 ft -k 5:6 ft -k 5.6 ft -k Drag 690 lbs End of Wall: 38.50 ft O.44 -PM 4.4 it Pit. Splice: Wall MaIht: 1. I ft -k 1.5 ft -k 1.5 ft -k 1.5 $-k Alt. ")trap: g 8.00 ft Upliftabv: p Wd m 1.45 Net Uplift: 1390 lbs Uniform DL 71::2 ba Resstmg: 160.0 pif Roof (2/2+ I)+ExtWaIP8 762 lbs 527 It's H1dn Strap: CSI 6 Wall 2 Length m 6.50 ft Start Of Wall: Seismic Wnd Wnd2 W mm 48:17 ft OTM: 10.3 ft -k 5 1 Drag 763 lbs End of Wall: 54.67 ft O.44 -RM 6.7 ft -k 6.7 ft -k 5.1 ft -k Pit. 5121 I X° r- Wall Height; 1.5 ft -k 2.0 ft -k 2,0 ft -k 5 9 8.00 ft Uplift abv: 2.0 ft -k Alt. Strap: Wd 1:23 Net Uplift: 1355 lbs n Uniform DL Resisting: 160.0 If 714 lbs 714 lbs 479Ib5 MldnStra P Roof (2/2+ 0+ExtWaIPB P° C516 Lateral Analysis - Sheet 17 Lateral Analysis - 5heet 18 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 Job No: 2020002 Date: 03/23/20 _ Ovvhnam // floor Level N -S D/rectron -45 x,izrr - 0.00 ft x,wsnr- 22.67 ft Diaphragm width = 22.67 ft .Seismic Loads Load wsEi9 w I = 11F ,M/N 3.12 f 0.00 ft .MAY de h 44.75 ft 44.75 ft ISM XM/N X auv 139.4 Uniform Wind Loads If 0.00 ft 22.67 ft Windward 5urfaces Leeward Surfaces Zone P, w/nd ht:11, 1 Zone , wrnd ht Area,// -wY:• IE 13:45 70.14 k 4E *•MiN x,MAy- Area/ - w2: I 10. 16 10.14 ft -9.88 4 10.14 ft 7.00 k 7,00 k -7.22 10.14 ft 0.00 ft 22.67 ft Diaphragm Shears: LekSrde of Dia hra m Sasmrc Hind l Wind 2 /c Wind /o�Ibsl ht Side of Dia hra m Wind / I'580Ibs 1997'Ibs 1997Ib5 1149its Wind 2. Wind /o s5P 1997 Its 1997 Its I149Its yM/N YAOX Lek Bounda ry: 0.00 ft 44.75 ft YM/N y,MAY Diaphragm depth . 44.75 ft Rjobt Boundary: 0.00 ft 44.75 ft Diaphragm depth - 44.75 ft v,dw, left= 44.6 plf v,allow = 225.0 plf OK v,dw, right = 44.6 plf v,allow - 225.0 Of OK Moments l Chords: At x = 1 1.34 ft VX = 0 Ibs M = 11318 ft -1125 TCHORD - 253 Ibs at diaphragm depth = 44.75 kUnblocked Diaphragm OK Chord 5 bees: 8- 16d or 0516 D /n 02 floor Leel N-5 Direction x.u:rr - 22.67 ft x,iu&rr - 55,00 ft Diaphragm width = 32.33 ft 5eisnnc Loads Load LD wSE/9. W1 I = L/F ,M/N 3.12 psi 15.00 ft ,MAY de th 76.00 ft 61.00 ft V,Sf/5 XM/N X MAY. 190.0 22.67 w2 = { /F 3.12 nsf 7.00 69 00 k plf ft 55.00 k 215.0blf Uniform Wind Loads 34:33 ft 55.00 k Mndward5urfaces Leeward Surfaces Zone ,wind ht Zone , rand ht Area d/ - w/: I 10.16 10.14 k 4 X,M/N X MAY Area ,f/ -w2: IE '13.45 10.14k -7.22 10.14 ft 22.67 k 48:00 ft 4E -9.88 10.14k 48.00 ft 55.00 ft Draphragm5hears: .._ ___ Lek Srde of Op hro m Sersmrc Wind / Wind 2 Wind,lorss Senfm/c ht 51de of lira m Wind l 44 2894 Its 2894 lbs 1639Ibs 6095 lbs /orbs 3225 lbs Windt lN1639 692Ibs 322 Its J391bs yM/N Y, MAY Left Boundary: 15.00 ft 76.00 ft Y.M/N Diaphragm depth - 61.00 ft fLght Boundary: 7.00 ft 76.0ar .00 ft Diaphragm depth - 69.00 ft v,dia, left - 73.6 plf v,allow = 225.0 plf OK v,dia, nght = 88.3If p ,allow = v 225 .0 Of OK Moments f Chords: At x - 38.84 ft Vx - 452 Ibs M = 45608 ft -lbs ToopD = 748 ibs at diaphragm depth = 61.00 ftUnblocked Diaphragm OK CMord.S Ines: 8-16d or C516 Lateral Analysis - 5heet 18 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 Zb Line 10 Level I Location: Lek of Garage 6 Storage Oiaphragm Loads: - evsmic Wind l Wind 2 Win mm v mm ,y flux Load 81: 1580 It, 19971b 1997 Ib 1 1491b 0.00 ft 38.75 ft Shear Walls stacked obv &Ptio Wa/l. //l. / Will 2 Wal/ 3 Wa/l 4 Wa/l 5 Wall 6 Line 1 1.00 Start: 14.67 ft 20.33 ft 0.00 k 0.00 It 0.00 ft 0.00 It End: 21.00 ft 32.83 it 0.00 It 0.00 It 0.00 ft 0.00 It Total shear: Seismic Wind /. Mad Wind, min V,above - 23601b. 2124 It, 2124 It, 1845. It, V at this level = 1580 It, 1997 It, 1997 Ib 1 149 Ib V,total = 3940 lb 4121 It, 4121 Ib 299511, 5hear Walls /i2aphragm Connections: H:W Reduction -1.25-.125Y- M)=87%0 New Cap.=303pIWK T I 0 Combined wall length = 17.00 It v, wall = 242 plf Shear I ane, T e 1; Length of top plate - 38.75 k V, plate a 106 plf A35 Spacing: AB spacing E Plate: 48" / 2x H s - xa9A�tsl6sf':Al Ui �5r llf3ctolvu+`_ /9;00 P.t,f, A 4 Seismic DL Adjustment = 0.6 - 0.14 ' yds- 0.44 OL Wall I Length = 13.75 It Seismic Wind /wind 2 Wind mm Drag: 1872 .Its Start of Wall: 21.00 It OTM:• 31.9 ft -k 33.3 ft -k 33.3 ft -k 24.2 ft -k Pit. Splice lrful r" End of Wall: 34.75 k 0.44'RM 6.9 ft -k 9.4 ft -k 9.4 ft -k 9.4 ft -k Alt. Strap �y vl �{'j Wall Height: 10.00 ft Uplift abv: Wd = 0.73 Net Uplift: 1818 Ibs 1744 Ibs 1744 Ibs 1081 1t+s Holddown: STHD 1 O Uniform DL Resisting: 165.0 p,f Floor' 16/24+ExtWall' 10 Min Post: 4x4 Wall 2 Length = 3.25 it Seismic Wind / Wind 2 Wind, mm Drag: 788 Ibs Start of Wall: 41.50 It OTM: 7.5 ft -k 7.9 ft -k 7.9 ft -k 5.7 ft -k Pit. Splice (� End of Wali: 44.75 ft 0.44•RM 0.4 ft -k 0.6$-k 0.6 ft -k 0.6 k -k Alt: Strap Wall Height: 10.00 ft Uplift abv: Wd - 3.08 Net Uplift: 2182 Ibs 2239 Ibs 2239 Ibs 1576 ros Holddown: 5THD 10 Uniform DL Resisting: 190.0 p,f RooN4/2+ExtWall' 10 Min Post: 4x4 Lateral Analysis - 5heet 19 Dvphragm Loads: Load # 1: Load #2: 5hear Wills stacked abiz Una 2 Total5hean Line 3 Cain Residence Job No: 202000220002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/2020002 3 ism Wind l Wnd 2 Wnd.mm ymm y 4683 16 4235 It, 1580 w 1997 Ib 1997 Ib 1 149 It, 0.00 ft 44.75 ft 9574 It, 7023 1b 4492 It, 2894 Ib 2894 It, 1639 Ib 0.00 ft 76.00 ft Ratio A35 Spacing. Wall / Wall Walla Wall4 Wag 5 bya/l6. 1.00 Start: 12.00 ft 26.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft End: 21.17 ft 34.75 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 1.00 Start: 54.50 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 5eismit End: 6 1.67 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0,00 ft ei lc Wir, rd / Wnd2 Wind, V,above = 6565 It, 4683 Ib 4683 16 4235 It, V at this level =. 6073 Ib- 4891 It, 4891 Ib 2789 Ib V,total = 12638 Ib 9574 16 9574 It, 7023 1b Shear Walls/Dophragm Connections: H:W Reduction- I,125 -.I25(") -92% -Ne 'w G p•=323'plf-OK. T Combined wall length = 42.49 k v, wall - 297 Of e 10 Length of top plate - 76.00 ft V. plate - 166 pif Shear Panel T e I 0 :c '' A35 Spacing. AB 5pacmg *Plate: 32'/2x QV: --J Seismic DL Adjustment m 0.6 0.14 ' - 5d5= 0.44 DL Wall I Length a Start 13.50 ft 5eismit Wind / Wnd 2 Wnd.mm Drag 27241bs of Wall: End of Wall: 1.25 ft OTM: 14.75 ft 40.1 ft -k 30.4 ft -k 30.4 ft•k 22.3 ft -k Pit. Sphee e �'1 0.44'RM 7.6 ft -k 10.4 ft -k 10.4 ft -k - 10.4 ft -k Alt. Strap: p tt M W"' Wall Height: 10.00 ft Uplift abv: y Wei = 0.74 Net Uplift: 2408 Ibs 1483 Its 1483 Its, 883 IL's Holddown: STHD 10 Uniform OL Resistmg: 190.0 pif Roof'2+ExtWall• I 0 Mm Post: 4x4 Wall 2 Length = 8.33 ft Sersmrc Wind / Wad 2 Wind.mm - Drag 16191bs Start of Wall: 31.00 ft OTM: 24.8 ft -k 18.8 ft -k 18.8ft-k 13.8 ft•k Pit. Splice End of Wall: 39.33 ft 0.440RM 2.5 ft -k 3.4 k -k 3.4 ft -k 3.4 ft -k Ip`j Alt. Strap F # Wall Height: 10.00 ft Uplift abv:( Wd = 1.20 Net Uplift: 2671 lbs 1841 Ibs 1841 lbs 1241 Its Holddown: STHD 10 Uniform DL Resisting: 165.0 pif ExtWall- I O+Floor' 1 Min Post: 4x4 -WAILS _ Length 10,-50-ftWind / Wnd2 Wind mm- Drag 768 &j Start of Wail: 52.17 ft OTM: 31.2 ft -k 23.7 k -k 23.7 ft -k 17.4 ft -k Pit. Splice End of Wall: 62.67 ft 0.44•RM G. I ft -k 7.9 k -k 7.9 ft -k 7.9 ft -k B Yt. Alt. Stra r p� Wall Height: 10.00 ft Uplift abv: '- Wd = 0.95 Net Uplift: 2395 lbs 1497 Its 1.497 Ibs 897 Or Holddown: 5TND 10 Uniform DL Resisting: 240.0 plf Floor' 18/2+ExtWall• 10 Mm Post: 4x4 Wall 4 Length = 6.33 ft Seismic Wind / Wind 2 _Wind.mm Drag 260#71bs Start of Wall: 12.25 k OTM: 18.8 ft -k 14.3 ft -k 14.3 ft -k 10.5 ft -k Pit. 5phre 244" Pd,;;''I End of Wail: 18.58 ft 0.44•RM 3.0 ft -k 3.0 ft -k 3.0 ft -k 3.0 ft -k Alt. Strap P M51'C�8 Wall Height: 10.00 ft Uplift abv: _i Wd 1.58 Net Uplift: 2499 Ibs 1778 Ibs 1778 lbs 1 178 Its HOlddown: STHD 10 Uniform DL Resistmg: 250.0 plf Floor'30/2+lntWall' I 0 Mm Post: 4x4 Lateral Analysis - 5heet 20 2 CapeDanbCam Residence Wali 5 Length u ry Newport Beach. CA 92660 Job No: 2020002 3.83 ft Date: 03/23/20 Start of Wall:. 35.00 OTM: End Of Wall: ft. �1— k k end Wrr 2 �ndmm 2e all: 38.83 ft 0.44•OT 8.6 ft -k 8.6 k -k —� Drag: 1518 Ibs Wall Height: I0. 0.7 ft -k OJ ft -k 6.3 ft -k pit 5phce: `f 14 2, i v 00 ft Uplift abv: 0.7 ft -k Wd ' 2:61 Oct Uplift; 27 0.7 ft -k Alt.Strap z ��� . Uniform DL Resisting: 165.0 If i 84 lbs 2063 165 2 p EztWall•lO+Floor'1 063165 1463 Ibs Holddown: 57HD10 Min post: 4x4 Lateral Analysl5 - Sheet 21 2 Cape Danbu Cain Residence Line 12 Level I ry Newport Beach, CA 92660 No: 00 Job 2020 Diaphragm Loads; Gabon: Ri ht of House Date: 03/23/2, Load #1: S Wnd ondg,� 9 6095 It, 3225 WndM Shear W1111 staekedabv,, Ib 3225 It, 16 RitIo 39 Ib 7.00It Wa/i / 76.00 ft Line 1,00 Wa//2 Wa// Start: 22.50 ft 48.33 ft W -'/i4 Tob/shear• End: 69.84 ft Wim- W 29.92 ft 62.83 ft �'� ft O.OD ft S :smic Wind / 75.67 ft 0.00 It 0.00 ft V.above = 4205 Ib Wn. Wim_ 0.00 ft 0.00 It V at this level = 3009 Ib 3009 It, 6095 lb 3225.16 239016 V,totai = 10300 ib 3225 Ib 1639 Ib. Shear Wa//s 6234 Ib 6234 It, /Oraphragm Con. .bons: 4029 lb.. Combined wan length = 19.06 It H'W Length of top plate = 68•W ft v Reduction- 1.25-. p5 .125-(*)v8MNew Ca ,9.00 pif-OK -..T wall v, plate = 149 plf Shear Panel 12. T AS e 12 A zi ly tl+ x A35 Spacing: e.i Seismic Ad,Iustment = 0 6� 6 DL ` yil"y', f' germ _ pacing 4 Plate 12-12, Wall I 0.14 • S. - Lo Laad'Pre r� F Length a 0.44 /' ab' ` r ' 1 5.33ft DL Vma tP Start of Wall:imew Wind 30.00 ft End of Wall: OTM,35.33 ft 28:8 ft -k 1 �- end 2 W�nd,,rnm Wall Height: 10, O.44•Rfvf 1.6 ft_k k 17.4 ft 11.3-k Drag 3155 lbs ft Uplift abv: 2' 1 ft -k 2.1 ft_ Pit. Splice N lid = 1.88 510 k 2.1 ft -k Aft. Stra IIa8i Uniform DL Resisdn Net Uplift: 5 lbs p'' 9 250.0 Of Floor' 2867 Itis 2867 lbs .20/2+ExtWall.10 1712 lbs Nolddown: Wall 2 Length= HDUB 5.00 ft Mm Post; 4x4 Start of Wall: 38.00 ft smic 11_/ End of Wall: OTM: 24.3 11 14.7 ft_ 14.7 2 14iMin `13.00 ft O. Drag: Wall Height: 44 RM k 14.7 ft_k127 Its 9.00 It 0:8 ft -k 1. I ft_k 3 Uphlt abv: I . I ft:k 9.5 ft -k Pit. Splice '- Wd ` 1.80 I' I ft -k Aft. Strap:v Uniform DL Reason Net Uplift; 4704 I >1 9+ 140.0 plf Ftoor•4/2+Extyyall•8 2730 Its 2730 lbs 1690 lbs Nolddown: fIDU8 Wall 3 Length = 4.75 ft Min Post: 4x4 Start of Wall: 51:25 ft OTM: Se: QW Wind / End of Wall: 56.00 ft p, 23,1 ft -k 1g.O ft_k W n 2 W min -- -Wall. Ha 44 RM 1.2 ft -k k 14.0 ft -k 9.0 ft_ Drag: 1526 Ibs ght: _._ Uphfbabvr-- 7 ft -k i .7 ft -k 7 ft- k Pit. Splice: Wd a 1.89 -_-. 1. k Alt. 5tra , d"4) Unifonn.OL Resistor Net Uplift: 459716s - P^ i+C$]6;'.i g: 250.0 plf FlOor•20/2 2584 Its 2584 lbs Extwall• 10 1544 Ibs Wall 4 LengNolddown:th ® 4.00 HTT5 ft Min Post: Start of Wall: Seismic 4x4 59.00 ft DTM: End of Wall: 63.00 ft 19.4 -k � 8 _k � ? Wi-. nd-,=m Wall NiVAh=; 9.00 ft p.6 aRM, 1.2 ft -k I.2 ft -k 1.1.2 k -k 7.6 it -k Dra'j: 20`32 Its Pit 5p ce i 6 Uplift 2 ft -k Uniform 2'25 Net Uplift: Alt. Strap: t ;ABT '^ m DL Resisting: 250.0 If F 45581bs 2640 Ibs A36:' j P Fbor•20/2+Extwall• I O 2640 Its 1600 lbs Dra For Nolddown: HTiS Forces at 5 e shed Lo to ns: Enter distance - Mm Post: 4x4 j From datum: 38:00 ft 46.50 ft Drag Force = 985 It, Stra 964 Ib• 616 "16a Lateral , Lateral Analysis Sheet 22 i I 2 Cape Danbury Regldence ry Newport Beach, CA 92660 x.LEET = 0.00 ft x,MM = 22.00 ft Seismic Loads 7.00 ft 0.14 ft 7.00 ft 22.00 ft Load /o wsecs I. W1 10.14ft f 225.0 Uniform Wind Loads .3.39. .0.00 ft 4 Windward Surfaces _._ _ Zone 5695ft165 �x = - ht Ara/ w2: o/aphragm Shears: 1345 5.00 ft , Area A / - wa. 2E -3.52 6.00 ft o/aphragm Shears: Left Boundary: Diaphragm depth = 22.67 ft cz.e7 ft v,dla, left = 61.4 plf v,allow = 225.0 plf OK Moments t Chords: At x = 1 1.00 ft M = 10466 ft -lbs 18 = 18 Ibs Tcnorsp = 462 It's at diaphragm depth = 22.G7 ft Diaphragm Mdth = 22,00 ft 4E -9.88 3E -10.81 22 Job No: 2020002 Date: 03/23/20 30 0.00 ft 22.00 ft 5. ft 0.�- OOH 6.00 ft 0.00 ft 7.00 ft 0.14 ft 7.00 ft 22.00 ft Seismic Loads Uniform Wind Loads YM/,v YWAV Rag Boundary: 0.00 ft 22.67 ft Diaphragm depth = 22.G7 ft v,d,a, nght = 84.7 plf v,allow a 225,0 pif OK x.LErr = wl = 7.00 ft x.wcnT = 22.00 ft Unblocked Diaphragm OK Chord 5 hces: 8-164 or 0516 Diaphragm widths 15,00 ft 7.00 ft 22.00 k f14 XMN 10. 14 x,Mgr 7.00 ft 14:00 ft 14.00 ft 22.00 ft ht.Sideafov hra m Nnd / Wind2 Wind,/ornr 420 Ibs Diaphragm depth = .Zone. -�.:�> LeewardSurfac v,dia, left = Area.#/ - W/: I E xond 13.45 tit - Zone wnd Area .i/ - w2. I. Moments C cho'ds: 10.14ft 4E 225.0 10.16 10.14 ft 4 -9.88. _._ M = 5695ft165 �x = - -99 Ibs -7.22 o/aphragm Shears: 276 lbs at diaphragm depth = 20.67 ft UnblockEdl,'=IaphChord 5 lac6 Lek Side of o/a hra Lateral Analysis - Sheet 23 E525Ell Wind / w Wind 2. EnYnd,/1 Seismic1646Ibs 1646. Ib761 lbs Ibs 525 Ibs Left Boundary: YM/N 34 33 It XMAV 7.00 ft 22.00 k f14 XMN 10. 14 x,Mgr 7.00 ft 14:00 ft 14.00 ft 22.00 ft ht.Sideafov hra m Nnd / Wind2 Wind,/ornr 420 Ibs Diaphragm depth = 20.67 ft 55.00 ft Right Boundary: Y,"/,v y,MA,• v,dia, left = 79,6 pif Diaphragm depth = 34.33 ft 55.00 ft 20.67 ft v,allow = 225.0 pif OK v.dia, nyht = 68.7 pif Moments C cho'ds: v,allow = 225.0 plf OK At x = 14.50 ft M = 5695ft165 �x = - -99 Ibs Tcnow = 276 lbs at diaphragm depth = 20.67 ft UnblockEdl,'=IaphChord 5 lac6 Lateral Analysis - Sheet 23 Cam Residence 2 Cape Danbury Newport Beach, CA 92660 Seismic Loads x•rrT- 22.00 ft x,wsnr - 38.75 ft Diaphragm mdth = 16.75 ft LaadID w9!'S .MIN wl = T/F 3.39 f Ga vsfis Uniform Wind -4.00 ft 55.00 ft 59.00 ft Loads 199,8 If Windward5urfaces zone Leeward Surfaces Area #/ w/ k �� ht Zon Ovphragm Shears.. Job No: 2020002 Date: 03/23/20 3C 22.00 ft 38.75 ft 22.00 ft 38J5ft.. Left Boundary: 0:00 Wind,Io Seismic 4861bs 524 Its K ht 5rde of Dia hra m Wind /.. I. WrW2 Wnd,Iorsr 1133 lbs 11,93 Its 48G Its Diaphragm depth= It 55.00 ft 55.00 ft Right Bounds �^ Y,MiN Y-MAr 0.00 ft v,dia, left = 30.4 plf Diaphragm depth a 55.00 It 55.00 ft v,allow - 225.0 ptf, OK v,du, nght = 30.4 pif Moments t Chords: v,allow - 225.0 At x = 43.54 ft plf OK At x = 30.38 ft 0 Ibs M = Vx.= 7007 ft-11,5 O lbs Dup6ragm OK TCnORD = Din hn m#4 127 Itis at diaphragm de 55.00 ft �Un7blo7rjed Doohra p gm OK ..error. .0th Leve/ E -W Directbn Chs 8_ 16d or C516 x,uM.= 38.75 k x,wcnr = 48.33 ft Seismic Loads Diaphragm width = 9.58 ft Load /D � fr/s wl = uniform Wind Loads TIF .M/N 3.39 f 22.67 ft .MAY de th �sns xMev . xMar 55.00 ft 32.33 ft Windward Surfaces 109.5. If 38.75 ft 48.33 ft .Zone Leeward5urfaces Area #/ u'/ nand tit t E .......................................... 1 n r e w k -�_ xuu. Dvphragm Shears; 38.75-� It .-. Left Boundary: � Wind /....Wind 2. 524Ibs 11 3316s 11331bs -- Y,Mni --.- y,MAY ._.._ 22.67 ft Wind,Io Seismic 4861bs 524 Its K ht 5rde of Dia hra m Wind /.. I. WrW2 Wnd,Iorsr 1133 lbs 11,93 Its 48G Its Diaphragm depth = 55.00 ft 32.334 Right Bounds ry� YIfiV -- -. Your 22.67 It v,dia, left = 35.1 plf Diaphragm depth = 55.00 ft 32.33 It v,allow = 225.0 plf OK. v.dia, nght _ .35.1 plf Moments <Chords: v,allow = 225.0 plf OK i At x = 43.54 ft M = 2714 ft -Its Vx _ 0 Ibs 84 Its at diaphragm depth ® 32,33 ft E,dh0rd5: Dup6ragm OK 8-16d or C516 Lateral Analysis - Sheet 24 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 x,terr - 48.33 It x,wom = 51.33 ft Seismic Loads WI =_ Uniform Wind Loads e Area of - w!; Diaphragm Shears. Diaphragm mdth = 3.00 ft Job No: 2020002 Date: 03/23/20 3z 48.33 it 51.33 ft v q tt 48.33 ft 51 .33 ft Left Boundary: 22.67 ft 55.00 ft YM/N Y. Mar Diaphragm depth - 32.33 ft .Right Boundary: 22.67 ft 55.00 ft v,dla, left =8.2 plf Diaphragm depth - 32.33 ft V,allow - 225.0 pif OK v,dw, right - 8.2 plf Moments R Chord.,..v,allow - 225.0 plf OK At x - 49.83 ft VX = 0 lbs M = 198 ft -lbs Tcnoao = 6lbs at = 32.33 ft Unblocked DiaphragmOK Chord 5 6ces: 8- 16d or 05.16 51.33 It x,rucnr = 76.00 ft Diaphragm width - 24.67 It 5eismioLoads Load W$(jg ,M/N .MAY de h. WI = T�% - V,SflS XM/N. XMgY Uniform Wind Loads IAA -I. . 3 - 39 .39 ,. f 22:67 ft 55.00 ft 32.33 ft 109.5 If 51.33 ft 76.00 ft _� Diaphragm Shears: Left Boundary: 22.67 ft 55.00 ft Y•M/N YAW Diaphragm depth = 32,33 it Right Boundary: 22.67 ft 55.00 ft V,dia, left =69.I plf Diaphragm depth = 32.33 ft v,allow - 225.0 plf OK v,dia, nyht � 78.4 plf Moments R Chords; v,allow = 225.0 pif OK At x = 63.67 ft VX = 60 Its M = 14143 ft -lbs Tcnoao = 437 lbs at diaphragm depth = 32,33 ft Unblocked Diaphragm OK Chord 5 Uces: 8-16d or C516 Lateral Analysis - 5heet 25 S Cain Residence 2 Cape Danbury Newport Beach, CA 92660 Diaphragm Loads: SeismicWind / Wird 2 Wind mm - ---' -- Load # I i 844 It, 1845 It 1845 Ib I 16616 Y. 0.00 ft Shear Wa//s stacked ahv.• Ratio Load #1: Line 5 0.36 5tart: Wa// /// / Wil/ 2 Wall.3 Ratio -8/22 Shear Wa/ls stacked abv.• 4.67 ft 24.50 ft 29.58 ft End: 8.92 ft 27.33 ft 34.17 ft Tob/Shear.• Sei,_smic Wind /. Mad 2 .Wild,mm Will 4 V,above = 856 It, 521 ib .521 Ib 406 Ib '37.16 ft V at this level = 844 Ib 1845 Ib 1845 Ib J 166 It, rota/Shear.- V,total = 1700 Ib 2366 Ib 2366 It, 1572 It, 0.00 ft Diaphragm ConneCGOm: 0.00 k V,above ® Seismic 1818 Ib Wind / - W� 2 Combined wall length = 0.00 ft V at this level = 2275 Ib Length of top plate - 22.67 ft 1419 Ib V, wall = ERR 1785 Ib 1419 ib V,total = 4092 Ib v, plate = 104 plf 76 f lb a��.�larg'u1�? Job No: 2020002 Date: 03/23/20 33 V. may 22.67 ft W_al! 4 W_// 5 4Va// 6 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 5heah Panel ERR A35 Spacing `,{:i' .i AB spacing t Plate: ERR Dmphragm Loads: Remain 5 i mic Win... m m Load #1: 2275 It, I6461b 1646 Ibl 76 I IU xmm 34.33 ft VnzLvx: � Shear Wa/ls stacked abv.• 55.00 ft Line 6 Ratio 1.00 Start: Wa_// / 34.33 ft Will 2 Wa!/ -'� Will 4 Wa/!� Wa// 6 End: '37.16 ft 52.17 ft 0.00 ft 0.00 ft 0.00 It 0.00 ft rota/Shear.- 55.00 ft 0.00 ft 0.00 ft 0.00 It 0.00 k V,above ® Seismic 1818 Ib Wind / - W� 2 _Wind. mm Shear��_ V at this level = 2275 Ib 1786 Ib 1646 Ib 1786 Ib 1419 Ib 1818 Ib 17 86 It 1785 Ib 1419 ib V,total = 4092 Ib 3431 Ib 1646 Ib 76 f lb 011, 011, 011, 0 Ib 3431 It 2180 It Shear Walls/Dvphragm Connections, Combined wall length = 0;00 ft Length of top plate - 20.67 ft5hear v, wall l = ERR Panel: ERR V. plate - 198 plf A35 5 Lateral Analysis - Sheet 26 pacing 5' :32kpq. . AB 5paang d Plate: ERR Diaphragm Loads: Load # I : Load #2: Load #3: 511ear Walls stacked abv.• Line 5 Tow Shear: Cain Residence 2 Cape Danbury Newport Beach, CA 92660 5eis_mic W, nd-/ Wild 2 Wind.mrn 0.00 ft 0.00 ft 844 It, 1920 Ib 1920 It, 1125 It, 0,00 it 22.67 ft 525 lb 142016 1420 Ib 761 Ib 34.33 ft 55.00 ft 1673 Ib 1475 Ib 1475 It, 849 Ib 0.00 It 55.00 ft Ratio Wa/l //l / Wall W ill3 wall 1,00 Start: 4.67 ft 24.50 It 29.58 ft 0.00 ft End: 8.92 ft 27.33 ft 34.17 ft 0.00 It Job No: 2020002 Date: 03/23/20 -391- Wa// 5 Wall 6 0.00 ft 0.00 ft 0.00 ft 0.00 ft Shear Wa//s/D:aphra�m Connections: i mic Wind / Wind 2 w dAmm V,above = 2353 16 1432 16 1432 lb 1 1 17 16 V at this level - 3043 Ib 481616 4816 Ib 2735 It, V,total - 5396 Ib 6248 Ib 6248 It, 3852 Ib Shear Wa//s/D:aphra�m Connections: Combined wall length = 17.58 ft H:W Reduction 1.2.5-.125•(tVb)-94%=NeW Cap•=459plf-OK T I I' Length of top plate = 34.33 ft V. wall = 355 plf Shear Panel T e I I v, plate = 182 plf A35 5pacmg �, .• $�°`� ' AS spacing R Plate 16" / 2x des„ryieLvawdJagtdr Seismic DL Adjustment a 0.6 0.14 • Sds= 0.44 DLA' M1 " Wall 1 Length - 4.00 ft S smc Wird / W 2 Wi mm Start of Wall: End of Wall: -4.00 ft OTM: 12.3 ft -k 14.2 ft -k 1�-k. � k Pit. 5piwe 7 �j lbst'. 0.00 ft 0.44•RM 0.5 ft -k 0.7 ft -k 0.7 ft Wall Height: 10.00 ft Uplift abv:' -k 0.7 ft -k Alt. Strap I 546�d hid = Uniform DL Resisting: 2.50 Net Uplift: 150.0 pif Extwall' 10 2936.165 3373lbs 3373 Ibs 201 1 lbs Holddown: STND 10 Min Post: 4x4 Wall.2 Length = 4.50 ft eismic Wind / W 2 mm, Start of Wall: End 10.33 ft OTM: 13.8 k -k 16.0 ft -k -� 16.0 ft -k Min Drag I I 10 Its 9.9 ft -k Pit: Splice #8 i of Wall: 14,83 ft 0.44•RM 0.8 ft -k 1.1 ft & f° 1 Wall Height: 10.00 ft Uplift abv: -k 1,1 ft -k 1, I ft -k Alt. Strap - h/d = Uniform DL Resisting: 2.22 Net Uplift: 2895 175.0 pif Floor' 15/2+lntWall' 10 Is 3317 lbs 3317bs l 1954 lbs Flokidown:5THD 10 Min Post: 4x4 Wall 3 Length r 9,08 It Se. smic Wir, �d / .Wad 2 Wi mm - - - --- --..Start of Walli End 14.08,4, -OTM: -27:9-fl:4 32.3 ft- 4 32:3 ft -k Drag I "-f - - 3184 lbs k Plt:-S�icp - - _ of Wall: 23.17 ft 0.44'RM 4.5 ft -k 4.3 ft -k 4.3 ft -k �r r 4,3 ft_k Alt. Stra t . Wall Height: 10.00 ft Uplift abv: M 5, 28,„` Wd = Uniform OL Resisting: 1.10 Net Uplift: 2568 1 175.0 pif Floor• 15/2+lntWall' 10 3076 lbs 3076 Ibs 171411.5 Holddom: 5THD 10 Mm Post: 4x4 Drag. Forces at Six ifigd Locations, Enter distance from datum: 4,00 ft Drag force = 975117 8 P/t SnGce '4 C5 > 10.33 ft 253 Ib 2>d X41 { 23.17 It 3184 lb M5TC9Q 30_'1;dc` Lateral Analysis - Sheet 27 Lateral Analysis - Sheet 28 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 35 line 16 Level I Lor�ptron. Rear of Garage a Dmmg Room Ovphragm Loads: Seisms Wad / Wnd 2 Wnd mm , y.max Load k 1: 1673 Ib 1475 It, 1475 Ib 849 Ib 0.00 ft 55.00 It Load N2: 524 It, 1 133 lb 1 133 It, 486 Ib 22.67 ft 55.00 ft 5heor Wills stacked abv.• Ratio Well / Wal/ 2 Wall.3 Wall 4 Wall 5 Wall Line 7 1.00 Start: 9.00 ft 30.00 it 41.00 ft 0.00 ft 0.00 ft 0.00 ft End: 17.00 ft 34.50 it 54.75 ft 0.00 it 0.00 ft 0.00 ft Total Shear: Seismic Wind / Wind 2 Wnkt V,above = 4719 Ib 3330 ib 3330 lb 2851 Ib V at this level = 2198 It, 2609 Ib 2609 Ib 13351b V,total - 6917.16 5939 It, 593996 4186.lb Shear Walls / Diaphragm Connections Combined wall length - 25.00 it v, wall = 277 Of Shear Panel T I I Length of top plate - 55.00 ft v, plate = 126 plf ,. A35 Spacing , OT r I AS spacing *Plate: 32'/2x ' O 0 OFT" 9+ ? ..' & r,K of '' 5enmtd3Loa�!'Faet4lr „ 1/ Seismic DL Adjustment = 0.6 - 0.14 • 9ds- 0.44 DL Wall I Length = 10.08 ft Seismic Wnd / Wnd 22 _Wind mm Drag: 22191179 Start of Wall: 0.33 ft OTM: 27.9 ft-k 24.0 ft-k 24.0 ft-k 16.9 ft-k Pit. 5 lice f' End of Wali: 10.41 ft 0.44•RM 3.4 ft-k 4.6 ft-k 4.6 ft-k 4.6 ft-k Alt. Strap g 1 Wall Height: 10.00 ft Uplift abv: Wd = 0.99 Net Uplift: 2433 lbs 1922 lbs 192211,s 1221 lbs Hokidown: 5THD 10 Uniform DL Resisting: 150.0 plf RooP5/2+ExtWall" 10 Min Post: 44 Wall 2 Length - 8.00 it 5eism:c Wnd / Win 2 Wi mm Drag:,1967 Ib5 Start of Wall: 24.50 ft OTM: 22.1 ft-k 19.0 ft-k 19.0 ft-k 13.4 11 Pit. Splice: End of Wall: 32.50 ft 0.440RM 1.4 ft-k 1.9 ft-k 1.9 ft-k 1.9 ft-k Alt. Strap Wall Height: 10.00 ft Uplift abv: Wd = 1.25 Net Uplift: 2590 lbs 2136 lbs 2136 lb-5 1434 165 Hokidown: 5THD 10 Uniform DL Resisting: 100.0 plf IntWaii' 10 Min Post: 44 Wall 3 Length = 6.92 ft 5e6mic Wind / Wnd 2 Wind.mm Drag: 1087 lbs Start of Wall: 43.08 ft OTM: 19.1 ft-k 16.4 ft-k 16.4 ft-k 11.6 ft-k Pit. - End of Wall; 50.00 ft 0.44'RM -2:6 ft-k 1.4 ft-k 1.4 ft-k - 1.4 ft-k Alt. Straps Wall Height: 10.00 ft Uplift abv: Wd = 1.45 Net Uplift: 23861b5 2168 Ibs 2168 lbs 1467 lbs Hokldown: 5TH010 Uniform DL Resisting: 100.0 plf IntWall' 10 Min Post: 4x4 Drag. Forces at Specified Locations: Sean PltSp/ice Enter distance from datum: 24.00 ft Drag force = 600 It, v 051st 34.33 it 1553 ib M 7G28,z 997-14d Lateral Analysis - Sheet 28 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 NO Line 17 Level I /.oration: Rear of Stairs Diaphragm Loads: Seismic Wind / Wind 2 Win mm y mm V. max Load # 1: 524 Ib 1 133 It, 1 133 Ib 48G lb 22.67 it 55.00 ft Load #2i 164 Ib 264 Ib 264 Ib 152 Ib 22.67 ft 55.00 ft Shear Walls stacked obv: Ratio Wall 1 Will Wa/l3 Will 4 wall Wa/l 6 Line 8 1.00 5tark: 17.00 It 0.00 ft 0.00 ft 0.00 ft 0.00 it 0.00 It End: 30.50 it 0.00 ft 0.00 ft 0.00 ft 0.00 it 0.00 it Total Shear., - Seismic Wind / Wind 2 woad V,above = 2924 Ib 1868 Ib 1868 It, 1598 Ib V at this level = 689 Ib 13981b 1398 Ib 638 It, V,total = 3613 Ib. 3265 Ib 3265 Ib 2236117 Shear Wills/ Diaphragm Connections: H:W Reduction- I.25-.125'(WM)=89%-New, Cap. -437 plf-OK &TYpd "I Combined wall length = 1 1.50 It v, wall = 314 plf Shear Panel T' Length of top plate = 32.33 ft v, plate = 112 plf A35 Spacing of ` AB spacing 4 Plate: 32"/ 2x O 11bizal/rn` lhegfiilaayP t!!; 5Bt5MievLyvd Pc(Ot 4.00 s u .. WDL it aTan i F i Seismic DL Adjustment - 0.6 - 0.14 • Sds- 0.44 W91 I Length - 8.00 It lsmic Wind l Wind 2 Wind.Mm Drag: 3286 Its Start of Wall: 39.67 ft OTM: 25.1 ft -k 22.7 ft -k 22.7 ft -k I5.6 ft -k Pit. 5phce End of Wall: 47.67 it 0.44'RM 1.4 ft -k 1.9 ft -k 1.9 ft -k 1.9 ft -k Alt. Strapi rl Wall Height: 10.00 It Uplift abv: Wd = 1.25 Net Uplift: 2965Ybs 2599 Its 2599 lbs 1704 Ib5 holddown: STHDIO Umform DL Resisting: 100.0 plf IntWall' 10 Min Post: 4x4 Wall 2 Length - 3.50 ft mic Wind 11 Wind 2 Wimt Drag: 2165 lbs $tart of Wall: 43.50 ft OTM: 1 1.0 ft -k 9.9 flrk 9.9 ft -k 6.8 ft -k Pit. 5phce 2 "j End of Wall: 47.00 it 0.44•RM 0.3 ft -k 0.4 ft -k0.4 ft -k 0.4 k -k - Alt. Strap r A9 ;, Wall Height: 10.00 ft Uplift abv: Wd = 2.86 Net Uplift:. 3064 lbs 2734 Itis 2734 Itis 1839 lbs Holddown: 5THD 10 Umform DL Resistmg: 100.0 PH IntWa11.1 O Min Post: 44 Drag Forces at5pecihed Lorations• Enter distance from datum: 39.67 ft Drag force 3286 Ib _... :... .__.-43.50-ft _ _ -_. 2165 IL, Lateral Analysis - 5heet 29 tra p1t Splice r 2 MST 0 .V Lateral Analysis - Sheet 30 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 37 Line 18 Level 1 Location: Front of Fam:N Room Diaphragm Loads: Seismic Wind l wind z Nhhd mm. v mm V. Load H 1: 164 It, 264 Ib 264 It, 152 It, 22.67 ft 55.00 ft Load #2s 1350 It, 2233 Ib 2233 Ib 1251 lb 22.64 ft 55.00 ft %Fal Shear: :smic Wind / Mad 2 Win mm V at this level = 1515 Ib 2497 Ib 2497 It 1403 Ib V,total = 1515 Ib 2497 It, 2497 Ib 1403 Ib Shear Walb / Daphragm connections; Combined wall length - 8.00 ft v, wall = 312 plf Shear Panel TVOis 1,21-1 Length of top plate = 32.36 ft v, plate — 77 plf A35 Spacing:'.,. Al ' ..hloi� Q'� !/utfrlr,/�g�rtyT,,. :?. �-�.:i �' ,�"i/c,Laadip96"tor''„ Ali spacingit Plate 320/2x l.©_ ba ,��` .'va`E,daahhG,�g!+�.�:�� .?f::•...�`�' .,:I Seismic DL Adjustment a 0.6 - 0.14 ' yds= 0.44 DL wall I Length - 8.00 ft Seismic Wind // .Wind 2 MAd,mm Drag 1571 Ibs Start of Walls 43.00 ft OTM: 15.1 ft -k 25.0 ft -k 25.0 ft -k �, 14.0 ft- k Pit. Splice € t' .p End of Wall: 51 .00 ft 0.44•RM 1.4 ft -k 1 .9 ft -k 1.9 ft -k 1.9 ft -k Alt. Strap I _' ;,�.° Wall Height; 10.00 ft Uplift abv: bid - 1.25 Net Uplift: 1717 lbs 2882 lbs 2882 Its 1514 ibs Holddown: STND 10 Uniform OL Resisting: 100,0 plf IntWall' 10 Min Post: 4x4 Drag Forces at Specified Locations: 5 S�/icet Enter distance from datum:43.00 ft . Drag M5r ' ,rd st Lateral Analysis - Sheet 30 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 03/23/20 349 Line 19 Level I Location: Rear of Family Room Diaphragm Loads: Seismic Wind./ Whd2 Wind, Y, min v, max Load #1: 1350 It, 2536 Ib 2536 Ib 1251 It 22.67 ft 55.00 ft Shear Walls stacked abw Ratio Wall. / Wa/l 2 Wa// 3 Wall 4 W -?//5 Wall6 Line 9 1.00 Start: 33.00 It 48.17 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft End: 38.50 ft 54.67 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Total5hear: 5eismic Wind I Wind 2 wiind.mm V,above = 2376 Ib 1539 It, 1539 Ib 1 187117 V at this level = 1350 lb 2536 Ib 2536 It, 1251 Ib V,total = 3726 11 4075 Ib 4075 11 24381t, 552.02 5hearWills/ DiaphragmCoariections: ,H:WReduction- 1.25-.125'(Wb). 88% -Naw. Cap. =76f,..plf-OK. Woo 14'. Combined wall length = 6.75 ft v, wall =. 604 plf. Shear Panel Length of top plate = 32.33 ft v, plate - 126 plf A35 Spacing „ m AB spaycmg *Plate: 24"/ 3x YEW,L x� !4Mvt •lda / j Seismic DL Adjustment a 0.6 - 0.14 • Sds= 0.44 OL Wall I Length a 3.00 ft Seismic Win / Wind 2 Wind.min Drag: 2320 Its Start of Wall: 43.25 ft OTM: 14.9 ft -k 16.3 ft -k 16.3 ft -k 9.8 ft -k Pit. Splice l V61 End of Wall: 46.25 ft 0.44*PM 0.5 ft -k 0.7 ft -k 0.7 ft -k 0.7 ft -k Alt. Strap f M < Wall Height: 9.00 It Uplift abv: IVB = 3.00 Net Uplift: 4803 Its 5208 Ibis 52081bs 302517 Holddown: HDU8 Uniform DL Resisting: 250.0 plf Floor'20/2+5tWall' 10 Min Post: 4x4 Wall 2 Length = 3.75 ft Seismic Wind / Wind 2 Windmm Drag 1531 Its Start of Wall: 51.25 ft OTM: 18.6 $-k 20.4 ft -k 20.4 ft -k t P 12.2 ft -k Pit. Splice �'x5'�y�6 End of Wall: 55.00 ft 0.44•RM 0.8 ft -k i : I ft -k I . I ft -k I . I ft -k Alt. Strap ,� �,ac I`lIvy, Wall Height: 9.00 ft Uplift abv: lild = 2.40 Net Uplift: 4761 lbs 5152 lbs 5 152 lbs 2969 IL's Holddown: HDU8 Uniform DL Resisting: 250.0 plf Floor•20/2+EhWall' 10 Min Post: 4x4 Drag Forces at 9peeihed Locations: 8� p/t Splice Enter distance from datum: 43.25 ft Dragforce = 2320 Ib a Ffv15�C�28` ^�2L"16de''i Lateral Analysis - Sheet 31 Cain Residence 2 Cape Danbury Newport Beach, CA 92660 5hear Wall w/ Penetration Job No: 2020 002 Date: 05/23S 5/23 2Q0 Plan: I L. Panel width = 2.83 ft Plate ht — 8.00 It Total Wall Len= I 1 .66 It Floor: 2 Opening width = 2.25 ft Header ht - 6.67 ft Total Wind Ld - 1432 lbs Line: 5 R. Panel width 4.58 ft Opening ht = 3.00 ft Total 5eis Ld = 2353 Its V,wmd: 91016 Total length - 9.66 ft h, hdr panel - 1.33 ft Ratioed Wind Ld = 910 lbs or: - Effective length = 7.41 ft h, sill panel — 3.67 It Ratioed 5eis Ld = 1496 lbs V.eels: 1496 Ib 2.83 ft 0:86 ft 1.39 ft 4.58 ft 288 Ib 283 It, 458 Ib 46715 m 102 plf 438117 329 pif 438 It, 329 plf 438 It, 102 plf <-- 283 Ib 458 Ib --> 135 It, 571 It, 925 Ib 135 Ib +e 202 plf 303 It, 303 It, 202 plf 438 It, :571 It, Typed 10 Required 925 It, 438 Ib N 202 plf 303 It, 303 Ib 202 pif 74 1 It, 57 l It, <-- 187 It, 303 Ib --> 925 It, 741 Ib 36 plF 800112 2 18 plf 800 Ib 218 plf 800 Ib 136 plf ai 384 Ib 187 Ib 303 Ib 621 ib Discontinuous 50temp N Uplift Determination Win l Wind 2 Seismic _OTM =:.....7-281 _.:_ 0 -_ _I 1-966- _ __._ Basic OLRM DL reduction = 2/3 2/3 0.9 RM, left: I 1673 Net RM, left = 7782 7782 10505 RM, left: I 1673 Vet RM, right - 7782.. 7782 10505 T a� Ilow Hidn 5pecihed Uplift at Lek =-52 -805 151 1650 0516 strap w/ Std Nailing Uplift at Right _ -52 -805 151 1650 0516 strap w/ Std Nailing Resisting Moment Derivation: Start End Load 0.00 9-66 ft w 1 250 pif = RooP(I 1/2+ 1)+ExtWall•8 Perforated Shear Panel Analysis - Plan I - Sheet I of I b,LK�" U10 ` STRUCTURES DESIGN GROUP, INC. STRUCTURAL ENGINEERING & DESIGN 252 S Brentwood Place Anaheim, CA 92804-2507 1714) 776-1511 / www.sdgeng.com June 26, 2020 Mr. John Cain 2 Cape Danbury Newport Beach; CA 92660 Subject: Cain Residence SDG JN: 2020-002 Statement of Revisions Dear Mr. Cain: Please refer to the following comments relating to the revisions to the plans: Sheet S1.1: 1. Revised anchor bolts and holdowns at stars for revised shear wall. 2. Removed exterior footings and related slab at storage area and revised bathroom that has been revised at left -rear of Garage. 3. Sheet S1.2: 1. Revised framing at left rear of Garage for Office and Bathroom revisions. 2. Revised shear wall at front of the stairs. 3. Added framing information for Entry and landing for Stairs. 4. Revised framing at left of stairs due to removed extended landing. Sheet S1.3: 1. Removed roof framing and framing at landing extension deletion from the plans. Sheet FD2: 1. Added details 1, 2 & 3 for foundation modifications at the left -rear of the Garage and Office Bathroom. If you require additional clarification or information, please do not hesitate to contact our office for assistance. Very truly yours, S RUCTLUE ESIGN GROUP, INC. III Soma; Jr PE President 2020002 - Statement of Revision - 2020-05-25.docx cc: (1) Addressee — Via E -Mail (1) File 2020-002 No 1`046231 Exp 12-31-20 STRUCTURES DESIGN GROUP, INC. STRUCTURAL ENGINEERING & DESIGN 252 S. Brentwood Place Anaheim, CA 92804-2507 (714( 313-4747 -M / www.sdgeng.com Project: Cain Residence 2 Cape Danbury Newport Beach, CA 92660 Subject: Partial Calculations for Delta 1 Revisions Owner/Client: John & Tatum Cain 2 Cape Danbury Newport Beach, CA 92660 Site Information: Site Location: 33.623 N, -117.903 W Seismic Site Classification: D Ss = 1.704; S1 = 0.627 Fa = 1.5, Fv = 1.0 SMs=1.704, SMI=0.941; SDs=1.136, SDI=0.627 V = 0.159 W Dead Load; Cs = 0.175 Bearing value: 1500 PSF Code: 2019 California Building Code Engineer: Philip G. Soma, Jr., PE 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 warrantee is expressed or implied. These documents are the property of Structures Design Group, Inc. File No.: 2020-002 Date: 06.26-2020 Cain Residence Job No: 2020002 2 Cape Danbury Newport Beach, CA 92660 Date: 06/26/20 Line 16 Level I Location: Rear of Garage 6 Dminq Room Diaphragm Loads: Seismic Wind / Wind 2 Wind.min ymm Y. Load #1: 1673 Ib 1475 Ib 1475 Ib 849 Ib 0.00 ft 55.00 It Load p2: 524 Ib 1 133 It, 1 133 Ib 486 Ib 22,67 ft 55.00 It Shear Walls stacked abw Ratio Wall / Wall 2 Wal/ 3 Wall 4 Wall 5 Wall 6 Line 7 1.00 5tart: 9.00 It 30.00 ft 41.00 ft 0.00 ft 0.00 ft 0.00 ft End: 17.00 ft 34.50 It 54.75 ft 0.00 ft 0.00 ft 0.00 ft Total 5hear: Seismic Wind / Wind 2 W?nd.min V,above = 4719 Ib 3330 Ib 333011, 285.1 Ib V at this level a 2198 It, 2609 Ib 2609 Ib 1335 Ib V,total - 691711 5939 16 5939 11 4186 11 Shear Walls /Diaphragm Connections: H:W Reduction = 2wM= 75% - New Capacity - 369 pIf - OK at Type I I Combined wall length = 21.83 it v, wall = 317 plf Shear Panel: = Length of top plate = 55.00 It v, plate = 12G pIf A35 5pacmg: 48" oc AB 5pacmg *Plate: 32"/2x Flora. or Vert. Irregularity?: N 5ei5mic Load factor: 1.00 at diaphragm connections Seismic DL Adjustment = 0.6 - 0.14 ' 565= 0.44 DIL Wall I Length = 10.08 It Seismic Wind / Wind 2 Win mm Drag: 26241125 5tartof Wall: 0.33 It OTM: 31.9 ft -k 27.4 ft -k 27.4 ft -k 19.3 ft -k Pit. 5plice: 22.16d End of Wall: 10.41 ft 0:441RM 3.4 ft -k 4.6 ft -k 4.6 ft -k 4.6 ft -k Alt. Strap: MSTC28 Wall Height: 10.00 ft Uplift abv: Alt: HTT4 h/d = 0.99 Net Uplift: 2835 Its 2266 Ib5 2266 Ib5 1463 lbs Holddown: 5THD 10 Uniform DL Resisting: 150.0 plf Roof 5/2+ExtWall' 10 Min Post: 4x4 Wall 2 Length _ 8.00 ft Seismic Wind / Wind 2 Wind mm Drag: 2693 lbs Start of Wall: 24.50 ft OTM: 25.3 ft -k 2 1.8 ft -k 2 1 .8 ft -k 15.3 ft -k Pit. 5plice: 22-16d End of Wall: 32.50 ft 0.44'RM 1.4 ft -k 1 .9 ft -k 1.9 ft -k 1.9 ft -k Alt. Strap: MSTC28 Wall Height 10.00 it Uplift abv: Alt: HTT4 h/d = 1.25 Net Uplift: 2992 Ib5 2480 Its 2480I1,5 1677 lbs Holddown: 5THD 10 Uniform DL Re515tmg: 100.0 plf IntWall' 10 Min Post: .44 Wall 3 Length - 3.75 ft Seismic Wind / Wind 2 Wind mm Drag: 1804 Ib5 Start of Wall: 43.08 ft OTM: 11.9 ft -k 10.2 ft -k 10.2 ft -k 7.2 ft -k Pit. 5plice: 16-16d End of Wall: 46.83 ft 0.44'RM 0.8 Ft -k 0.4 ft -k 0.4 ft -k 0.4 ft -k Alt. 5trap: MSTA36 Wall Height: 10.00 ft Uplift abv:. Alt: HTT4 h/d = 2.67 Net Uplift: 2961 Ib5 26081b5 2608165 1805 Ib5 Holddown: 5THD 10 Uniform DL Resistmg: 100.0 plf IntWall' 10 Min Post 4x4 Drag Forces at 5pecified Locations: Enter distance from datum: 24.00 ft Drag force = 1004 Ib 34.33 It 2279 Ib Lateral Analysis - 5heet I -9trap Flt 5p/ice C516 12-16d MSTC28 22-16d