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Home My WebLink About1950 SILVERLEAF CIR; STRUC VOL 2; CB001506; Structural CalculationsI I I I I I I I 1 I/O/I VANDORPE CHOU ASSOCIATES 295 Rampart Street Orange, CA 92868 STRUCTURAL BUILDING DEPARTMENT SUBMITTAL for Continuing Life Communities, L.L.C. La Costa Glen - ILU (Independent Living Units) BUILDING TYPE "A" ^ PL AN CHECK #1 VOLUME II SUBMITTED TO Carlsbad, CA October 11, 2000 KTGY 1558 66 I I I I I I I I I I I I I I I I I I I VAN DORPE CHOU ASSOCIATES, INC Engineers and Code Consultants 295 N RAMPART STREET SUITE A ORANGE, CA 92868 TABLE OF CONTENTS DESCRIPTION Buildina A. VOLUME 1 Design Criteria PAGES l-V Vertical Analysis Roof Framing - General Building A Floor Framing - General Units Stairwell & Lobby Framing V1 V3 V38 V46 V101 Buildina A. VOLUME II Lateral Analysis General Units Stairwells & Lobbies L1 L9 L105 Lateral General I/O/I JOB JJJL VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE TVP DATE. DATE. *T IT MA-TEfllAL lfa>AT 3.0 R AU- nf p =r rL <P/_ \ iu1 tj y.-- - 123 fir PRODUCT 20J 1 (Single SIMKI205 I 1 •• 1 1 1 1 1 1 1 • I • 1 • 1 1 1 • 1 • 1 • 1 • 1 1 1 La Costa Glen ILU Lateral Analysis Paae t^ KTGY 1558 Simplified Static Procedure METHODOLOGY Due to the serpentine configuration of the building, the general seismic analysis must be approached on a per square foot basis The following shows each area of the buillding on a unit by unit basis in an effort to determine a worst case seismic mass that can be applied throughout The worst case "per-square-foot" loading is applied throughout and will obviously be conservative in the open areas where there are few interior walls Once the tributary loads are assigned to each unit, the areas are tied together into one budding Since each unit is capable of handling its own tributary area, dependence on drag struts is minimized However, drags are added to areas of the building to maximize continuity as a redundant feature We believe this approach to be conservative method for demonstrating compliance to the code ROOF LEVEL RDL(psf) 16 Floor (psf) 25 LOCAL NORTH-SOUTH ROOF UNIT 1 2 3 4 5 6 DIRECTION LENGTH (Including 1/2 the Corridor) 36 35 33 36 36 33 Int Wall DL (psf) Ext Wall DL (psf) Interior Width Walls 25 2 28 2 37 2 35 2 49 2 28 2 10 15 Exterior Walls 1 1 1 1 1 1 Total Weight 16775 20560 26011 26536 36799 19664 PLATE HT = 9' Wall Tnb Ht (ft) Fx= 17*Wt 3191 75 3498 60 442187 4851 46 6255 83 3346 28 Worst Case 5 fx=Fx/Area (PSF) 355 357 362 355 355 362 362 LOCAL EAST-WEST DIRECTION ROOF UNIT 1 2 3 4 5 6 LaCostaGlenl x\s LENGTH (Including 1/2 the Corridor) 36 35 33 36 36 33 Interior Width Walls 25 2 26 3 37 3 33 4 49 4 28 3 Exterior Walls 1 0 1 0 0 0 Total Weight 16775 19680 27861 29488 38024 18984 Fx= 17*Wt 3191 75 3379 60 4736 37 5012 96 6464 08 322728 Worst Case VanDorpe Chou Associates, Inc fx=Fx/Area (PSF) 355 345 388 366 366 349 388 10/15/1999 504PM 1 1 1 1 1 1 1 1 1 1 La Costa Glen ILU KTGY1558 FLOOR LEVELS RDL(psf) 16 Floor (psf) 25 LOCAL NORTH-SOUTH DIRECTION LENGTH TYP (Including FLOO 1/2 the R UNIT Corridor) 1 36 2 35 3 33 4 36 5 36 6 33 LOCAL EAST-WEST DIRECTION LENGTH TYP (Including FLOO 1/2 the R UNIT Corridor) 1 36 2 35 3 33 4 36 5 36 6 33 LaCostaGlenl x\s Lateral Analysis Simplified Static Procedure Int Wall DL (psf) 10 Ext Wall DL (psf) 15 Interior Exterior Width Walls Walls Total Weight 25 2 1 31250 26 2 1 34300 37 2 1 43475 3fi> 2 1 47500 49 2 1 61250 28> 2 1 32900 Interior Exterior Width Walls Walls Total Weight 25 2 1 31250 26 3 0 32900 37 3 1 47175 36 4 0 49400 49 4 0 63700 28> 3 0 31500 VanDorpe Chou Associates, Inc PLATE HT = 9' Wall Tnb Ht (ft) Fx= 17"Wt 5312 50 5531 00 7390 75 6075 00 10412 50 5593 00 Worst Case Fx= 17*Wt 5312 50 5593 00 6019 75 6396 00 10629 00 5355 00 Worst Case Page 1000 fx=Fx/Area (PSF) 590 595 605 590 590 605 605 fx=Fx/Area (PSF) 590 571 657 614 614 560 657 10/15/1999 504PM I I I I I I I I I I I I I I I I I I I La Costa Glen ILU KTGY1558 Lateral Analysis Simplified Static Procedure -7 2 aq prz 2o q M- LaCostaGlenl x.\s VanDorpe Chou Associates, Inc Page /.-f UNIT1 Roof 3rd Floor 2nd Floor North-South load PSF Sum Depth PLF 362 605 605 362 967 1572 36 36 36 130 348 566 East-West Load PSF Sum Depth PLF 383 657 657 383 1045 1702 25 25 25 97 261 426 UNIT 2 Roof 3rd Floor 2nd Floor North-South Load PSF Sum Depth PLF 362 605 605 362 967 1572 35 35 35 127 336 550 East-West Load PSF Sum Depth PLF 388 657 657 338 1045 1702 23 23 23 109 293 477 UNIT 3 Roof 3rd Floor 2nd Floor North-South Load PSF Sum Depth PLF 362 605 605 362 967 1572 33 33 33 119 319 519 East-West Load PSF Sum Depth PLF 333 657 657 333 1045 1702 37 37 37 144 337 630 UNIT4 Roof 3rd Floor 2nd Floor North-South Load PSF Sum Depth PLF 362 605 605 362 967 1572 36 36 36 130 343 566 East-West Load PSF Sum Depth PLF 333 657 657 383 1045 1702 33 33 33 147 397 647 UNIT 5 Roof 3rd Floor 2nd Floor North-South Load PSF Sum Depth PLF 362 605 605 362 967 1572 36 36 36 130 348 566 East-West Load PSF Sum Depth PLF 388 657 657 388 1045 1702 48 48 48 186 502 817 UNIT 6 Roof 3rd Floor 2nd Floor North-South Load PSF Sum Depth PLF 362 605 605 362 967 1572 36 36 36 130 348 566 East-West Load PSF Sum Depth PLF 388 657 657 388 1045 1702 28 23 28 109 293 477 10/15/1999 611 PM i i i i i i i i i i i i i i i i i i i ^r O<C Sr JOB. VCA ENGINEERS 295-A Rampart Street Orange, California 92868 714 978-9780 SHFFT NO OF CALCULATED BY_DATE. DATE. RCAIF L,/ 3 15' /£5" W.o'ZG,7 T'/V LIU? tr a A A, 4 18' 26-' ^ 13 T H 4 (& + 2^ 2Z' * ^~ UtJ'T Cl P8 4^2 i |i t< ^Z£ in' PRODUCT 2<H 1 (Single Snetlsi 205 1 (Padded; JOB. SHEET NO . 295-A Rampart Street Orange, California 92868 CALCULATED BY_ CHECKED BY SCALE DATE. HE 1 - 1,0 C \/ \ 1 33' - 27% A l*0£ A 1.6 25. < < '.0 ^- /,27 f PRODUCT 204 1 [Single Sfctsli) 205 I (Paddid! JOB.IACOS1A £LfN IUJ KTG//5J3 VCA VGA ENGINEERS nn- » r-, <-> SHFFTKin OF29b-A Rampart Street Ornnnn Pnlifnrnn Q^ftfift rAI Cltl ATFn Rv nATF 714978-9780 r.HP™™*y 5"MF nATF sr.Ai F e cH£cr ftvi5£p i?00f toitRioR WAIL UNITTYP^-. A, 1 Z*t 3 5 !A 7X// /y 2" ,?r fit LOCA Mr.mi imt V'A'k $1% K- ADJ. Ct> ^ Ifl $ CB, A, Cf»« P=/.fl) 45. B/ 23Z' Z0.o' H' 23,3' < < < < ^ i J PfMYIDfl) ^J/ 35, tt' 41.5 / (.7.12 ^ q I.D 1. 6 (0 t.D (.0 PRODUCT ?W • i&nglsSKMsiKB i iPj Units L9 Unitl I I I I I I I I I I I I I I I I I ZP-OP a " " FLUS, axe s I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Page ill Shear Watl @ Unit 1, Line 1 Roof L = 87 ft V = 97 Ib/ft Tnb Width Q, = 97 Ib/ft x 290 ft / 2 1407 Ib O =7407 Ib Unit Shear v = 7407 Ib / 87 ft = 762 Ib/ft Use SW #10 {Single Side) Cap = 380 plf 3/8" Plywood Struct It w/ 8d @4"o.c Overturning - Panel @ Unit 1, Line 1 Roof v = 762 plf L(i) = 45 ft Roof Wall Tnb 16 psf x 15 ft 15 psf x 9 ft h = 90 ft DL Arm M(R) 240 P'f x 45 ' / 2 = 24 135 plf x 4 5 2 / 2 = 74 ft-k ft-k 38 ft-k Mor ' up 162 plf x 450 ft x 90 ft = 66 ft-k { MOT - 085 x MR } / ( 45 ft - 033 ft) T = 802 Ib Use MST48 w/16d sinker 2764 Jb VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 1, line 1 3rd Fl. L = 92 ft V = 261 It/ft Tnb Width Q, = 261 Ib/ft x 290 ft / 2 3785 Ib Unit Shear v = 3785 Ib / 92 ft = 411 Ib/ft Use SW #11 (Single Side) Cap = 490 pif 3/8" Plywood Struct It w/8d@3"o.c Shear Wall @ Unit 1, Line 1 2nd Floor L = 92 ft V = 426 Ib/ft Tnt> Width 01 = 426 Ib/ft x 290 ft /6177 Ib Unit Shear v = 6177 Ib / 92 ft = 671 Ib/ft Use SW #11 (Both Sides) Cap = 980 plf 3/8" Plywood Struct JI w/ 8d @3"oc VCA Engineers Page Q = 3785 Ib Q = 6177 Ib I I I I I I I I I I Project #Page L /3 THREE STORY OVERTURNING ANALYSIS Line Unit 1, Line 1 Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) II RM (RESISTING MOMENT) III ANALYSIS RESULTS Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 153 411 671 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 4 4 4 HD Offset r, (m ) 00 40 40 Eff Arm (ft) 400 367 367 COM (ft-lb) 5,508 20,814 46,340 DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 15 - - Floor 25 b u tary - 3 3 Deck 45 Width (In - Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 3,000 4,680 6,360 Level 3rd Floor 2nd Floor i/nir, <f F, G 0 M 85% R M "- ~ - •- -in " rrr \J It— \J *J\J{J ^. , \J^JW 1,032 20814 3.978 1.040 46,340 5,406 II T=C (Ibs) 4,592 11,164 Holddown Simp MST60 4,660 Ib V Simp HD15 (6x) 15,305 Ib V 0 y 3 Story wall xls VanDorpe Chou Associates, Inc 10/18/1999 359PM 1 I I I I I I I I I I I I I I I I I Project #Page THREE STORY OVERTURNING ANALYSIS Line Unit 1, Line 1 Joist Depth- 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 153 411 671 Plate Height h, (ft) 9 9 9 Wall Length I/ (ft) 52 52 52 HD Offset I', (in ) 00 70 70 Eff Arm (ft) 520 462 462 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tr 15 - - Floor 25 b u t a r y - 3 3 Deck 45 Width (In - Wall 15 Feet) 9 9 9 Point Load (Ib) /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 796 7,160 4,310 1,342 27,058 6,723 1,352 60.242 9,136 T=C (Ibs) 548 4,405 11,070 Holddown Simp MST48 3,140 Ib T Simp MST60 4,660 Ib T Simp HD 14A (6x) 13,380 Ib V 3 Story wall xls VanDorpe Chou Associates, Inc 10/18/1999 407PM I ILU KTGY1558 La Costa Glen Page L(5 I Shear Wall @ Unit 1, Line 2 Roof I L = 90 ft V = 97 Ib/ft Trib Width Q1 = 97 Ib/ft x 290 ft / 2 = 1407 Ib 0 = 1407 Ib _ Unit Shear v = 1407 Ib / 90 ft = 156 Ib/ft Use SW #9 (Single Side) Cap = 265plf • 3/8" Plywood Struct It w/ 8d @6"o.c I I I I I I I I I I I I VGA Engineers I I I 1LU Shear Wall @ Unit Shear Shear Wall Unit Shear KTGY 1558 La Costa Glen L»!Z<. Unit 1, Line 3rd Floor L = 110 ft V = 261 to/fit Tnb Width Q, = 267 Ib/ft x 290 ft /3785 Ib v = 3785 Ib / 110 ft = 344 Ib/ft Use SW #10 {Smgle Side) Cap = 380 plf 3/8" Plywood Struct H w/ 8d @4"o.c Unit 1, Line 2 2nd Floor L = 11 0 ft V - 426 Ib/ft Tnb Width Q1 = 426 Ib/ft x 290 ft /6177 Ib = 6177 Ib / 110 ft = 562 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/ 3d @2"oc VGA Engineers Page I Q = 3785 Ib Q = 6177 Ib I I I I I I I I I I I I I I I I I I I Project #Page L 17 THREE STORY OVERTURNING ANALYSIS Line Unit 1, Line 2 Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (Plf) 156 344 562 Plate Height h, (ft) 9 9 9 Wall Length I/ (ft) 11 11 11 HD Offset I1, (in ) 00 40 40 Eff Arm (ft) 11 00 1067 1067 COM (ft -Ib) 15,444 50,930 // R M (RESISTING MOMENT) DL Element DL(psf) Level Roof FloorS Floor 2 Roof 16 Tri bu 15 - - Floor 25 ta ry - 3 6 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 1,716 15,444 16,970 2,068 50 930 25,455 2,398 109721 37,797 T=C (Ibs) -139 2,388 6,743 Holddown No Holddowns T Simp MST48 3,140 Ib T Simp HD8A(4x) 7,460 Ib W 3 Story wall xls VanDorpe Chou Associates, Inc 10/18/1999 338PM I I ILU KTGY 1558 La Costa Glen Page Shear Wall @ Unit 1, Line A Roof L = 120 ft V = 130 Ib/ft Tnb Width 0, = 730 Ib/ft x 250 ft / 2 = 1625 Ib Q = 7625 Ib Unit Shear v = 1625 Ib / 120 ft = 135 Ib/ft I I I Use SW #10 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"oc I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 1, Line A 3rd Floor L = 120 ft Unit Shear Shear Wall @ Unit Shear V = Q, = 348 Ib/ft 348 Trib Width x 250 ft /4350 Ib v - 4350 Ib / 120 ft = 362 Ib/ft Use SW #11 (SmgleSide) Cap = 490 plf 3/8" Plywood Struct It wt 8d @3"o.c Unit 1, Line A 2nd Floor L = 120 ft V = 566 Ib/ft Trib Width Q1 = 566 Ib/ft x 250 ft /7075 Ib v = 7075 Ib / 120 ft = 590 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/8d@2"oc VCA Engineers Page L/j* Q = 4350 Ib Q = 7075 Ib I I I I I I I I I I I I I I I I I I I Page L20 THREE STORY OVERTURNING ANALYSIS Line Unit 1, Line A Joist Depth 10 COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 135 362 590 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 12 12 12 HD Offset r, (m) 20 50 70 Eff Arm (ft.) 11 83 11 58 11 42 COM (ft-lb) 14,580 55,026 122,366 // RM (RESISTING MOMENT) DL Element DL (psf): Level Roof 3rd Floor 2nd Floor Roof 16 Tr 2 - - Floor 25 butary Width - 6 6 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 8,784 26,064 43,344 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F; COM 85% R M 1,620 14,580 7,466 2,724 55,026 22,154 2.736 122,366 36,842 T(lbs) 601 2,838 7,491 Holddown Simp MST48 3,188 Ib •*• Simp MST48 3,188 Ib T- Simp HD10A(4x) 8,150 Ib V 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 1136AM I ILU KTGY1558 La Costa Glen Page I Shear Wall @ Unit 1, Line B Hoof I I I I I I I I I I I I I I I I I L = 760 ft V = 730 to/ft Tnb Width Q, = 730 Ib/ft x 250 ft / 2 = 1625 Ib Q = 1625 Ib Unit Shear v = 1625 Ib / 160 ft = 102 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/ 8d @4"o,c VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall Unit Shear Unit Shear KTGY 1558 La Costa Glen Unit 1, Line B 3rd Floor L = 160 ft V = 348 ft/ft Tnb Width Q, = 348 'b/ft x 250 ft / 2 4350 Ib 0 = 4350 Ib v = 4350 Ib / 160 ft = 272 Ib/ft Use SW #11 (Smgh Side) Cap = 490 plf 3/8" Plywood Struct 11 w/8d@3"oc Shear Wall @ Unit 1, Line B 2nd Floor L = 160 ft V = 566 Ib/ft Tnb Width Q1 = 566 Ib/ft x 250 ft / 2 7075 Ib v = 7075 Ib / 160 ft = 442 Ib/ft Use SW #12 (Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/8d@2"oc VCA Engineers Page Q = 7075 Ib • KTC 1 • Line 1 1 1 II 1 1 1 ,„ 1 1 1 1 1 1 1 1 1 _ 3St 3Y1558 La Costa Glen ILU Paqe t-23 THREE STORY OVERTURNING ANALYSIS Unit 1, Line B J COM (GROSS OVERTURNING MOMENT) Plate Wall Shear Height Length Level v,(plf) h, (ft) 1, (ft) Roof 102 9 16 3rd Floor 272 9 16 2nd Floor 566 9 16 R M (RESISTING MOMENT) DL Element Roof Floor Deck DL(psf) 16 25 45 Level Tributary Width (In Fe< Roof 2 Floors - 1 0 Floor 2 - 1 0 ANALYSIS RESULTS Level F, COM 85% R.M Roof 1,632 14,688 13274 3rd Floor 2.720 55,216 25.786 2nd Floor 4.704 140347 38,298 ory wall xis VanDorpe Chou Associates, Inc oist Depth 10 Inches HD Offset Eff Arm G O M I1, (m.) (ft ) (ft -Ib ) 20 1583 14,688 50 1558 55.216 70 1542 140.347 Wall Point Resisting 10 Load Moment j t ) (Ib ) (ft -Ib ) 9 15,616 9 30,336 9 45.056 T=C (Ibs) Holddown 89 No Holddowns ^r 1,889 Simp MST48 3,140 Ib <r 6,619 Simp HD8A(4x) 7,460 Ib -v 10/20/1999 11 13AM I I I I I I I J ™ I I I I I I I I I Unit 2 I I 1 I L 25 I I I I I i I t I I I I I v-r Si D— 2 I I I i i i i i i I i i i i i i i i i KTGY1558 La Costa Glen ILU Page Shear Watl @ Unit 2, Line 1 Roof L = 78 ft V = 709 Ib/ft Tnb Width 0, = 109 'b/ft * 320 ft / 2 1744 Ib Q =1744 Ib Unit Shear v = 1744 Ib / 78 ft = 223 Ib/ft Use SW #f0 {Smgle Side) Cap = 380 plf 3/8" Plywood Struct It w/8d@4"o.c Overturning • Panel @ Unit 2, Line 1 Roof v = 223 plf L(i) = 43 ft h = 90 ft Roof Wall Tnb 16 psf X 2 ft 15 psf x 9 ft DL 32 135 plf x plf x Arm 43 V2 = 43 2 / 2 = M(R) 03 ft-k 1 3 ft-k 1 6 ft-k MOT T,m 223 plf x 433 ft x 90 ft = 87 ft-k { MQT - 085 x MR } / ( 43 ft - 033 ft) T = 1837 Ib Use MST48w/16d sinker 2764 Ib VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 2 Line 1 3rd Fl L = 105 ft Unit Shear Shear Wall Unit Shear V = 293 Ib/ft Tnb Width Q, = 293 Mft x 320 ft / 2 4688 Ib Q = 4688 Ib v = 4688 Ib / 105 ft = 446 Ib/ft Use SW #11 {SmgteSjde) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"o.c Unit 2, Line 1 2nd Floor L = 105 ft V = 477 Ib/ft Tnb Width Q1 = 477 Ib/ft x 320 ft /7632 Ib Q = 7632 Ib v = 7632 Ib / 105 ft = 727 Ib/ft Use SW #11 (Both Sides) Cap ~ 980 plf 3/8" Plywood Struct 11 vff8d@3"oc VCA Engineers KTGY 1558 I I I I I I I 1 | I 1 I I La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Unit 2, Line 1 / COM (GROSS OVERTURNING MOMENT) Joist Depth \ 10 [inches Level Roof 3rd Floor 2nd Floor Shear v, (Plf) 166 446 727 Plate Height h, («) 9 9 9 Wall Length I, (ft) 4 4 4 HD Offset r, On ) 20 50 70 Eff Arm (ft) 383 358 342 COM (ft -Ib ) 5,976 22,585 50,244 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 2 - - Floor 25 b u t a ry - 0 0 Deck 45 Width (In - 6 6 Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 1,336 4,576 7,816 /// ANALYSIS RESULTS Level — rRuuf 3rd Floor 2nd Floor -MID $ii I. F, COM 85% R M ^~ „_„ > „,-.&64 5r97G 1,1 oG 1,120 22.585 3,890 1,124 50,244 6,644 26 T=C (Ibs) 1 ,<cGJ 5,217 12,761 Holddown Simp MST72 6,020 Ib -v Simp HD 14A (6x) 13,380 Ib T i I 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1020AM I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 2, Line 2 3rd Floor L = 160 ft V = 293 Ib/ft Q, = 293 Ib/ft Tnb Width x 320 ft /4688 Ib Unit Shear v = 4688 Ib / 160 ft = 293 Ib/ft Use SW #11 (Single Side) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"o.c Shear Wall Unit 2, Line 2 2nd Floor L = 160 ft V = 477 Ib/ft Tnb Width Q1 = 477 Ib/ft x 320 ft /7632 Ib Unit Shear v = 7632 Ib / 160 ft = 477 Ib/ft Use SW #f 2 (Singh Side) Cap = 630 plf 3/8" Plywood Struct II w/ 8d @2"oc VCA Engineers Page Q = 4688 Ib Q = 7632 Ib I KTC 1 • Line 1 1 1 // 1 1 1 . 1 1 1 1 1 1 1 1 1 3St 3Y1558 La Costa Glen ILL)Page L3I THREE STORY OVERTURNING ANALYSIS Unit 2, Line 2 J G O.M (GROSS OVERTURNING MOMENT) Plate Wall Shear Height Length Level v, (plf) h, (ft) I, (ft) Roof 109 9 6 3rd Floor 293 9 6 2nd Floor 477 9 6 R M. (RESISTING MOMENT) DL Element Roof Floor Deck DL(psf) 16 25 45 Level Tributary Width (In Fe( Roof 18 Floors - 9 Floor 2 - 9 ANALYSIS RESULTS Level F, COM 85% R M Roof 654 5,886 5,783 3rd Floor 1,104 22.253 10,603 2nd Floor 1,104 49,476 15,422 sry wail xis VanDorpe Chou Associates, Inc oist Depth 10 Inches HD Offset Eff Arm COM I', (m ) (ft ) (ft -Ib ) 20 5 83 5,886 50 5 58 22,253 70 542 49476 Wall Point Resisting 10 Load Moment 3 1 ) (Ib ) (ft -Ib ) 9 6,804 9 12,474 9 18144 T=C (Ibs) Holddown 18 No Holddowns ^ 2,087 Simp MST48 3,140 Ib T 6 287 Simp HD8A (4x) 7,460 Ib "V 10/20/1999 1006AM ILU KTGY 1558 La Costa Glen Page Shear Wall @ Unit 2, Line A Poof L = 160 ft V = 727 Ib/ft Trib Width Q, = 727 Ib/ft x 280 ft / 2 = 7778 to 0 = 7778 Ib Unit Shear v = 1778 Ib / 160 ft = 111 Ib/ft | I I • • Use SW #10 (Single Side) Cap = 380 plf •' 3/8" Plywood Struct 1 1 w/8d@4"oc I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall @ Unit Shear Shear Wall Unit Shear KTGY 1558 La Costa Glen Unit 2, Line A 3rd Floor L = 160 ft V = 338 Ib/ft Tnb Width O, = 338 Ib/ft x 280 ft / 2 4732 Ib v = 4732 Ib / 160 ft = 296 Ib/ft Use SW #11 {Single Side) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"o.c Unit 2, Line A 2nd Floor L = 160 ft V = 550 Ib/ft Tnb Width 01 = 550 Ib/ft x 280 ft /7700 Ib v - 7700 Ib / 160 ft = 481 Ib/ft Use SW #12 (Single Side) Cap = 630 plf 3/8" Plywood Struct II wf 8d @ 2" o c VCA Engineers Page /.33 0 = 4732 Ib Q = 7700 Ib I I I I I I I I I I I I 1 1 I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Unit 2, Line A / COM (GROSS OVERTURNING MOMENT) Joist Depth 10 [Inches Level Roof 3rd Floor 2nd Floor Shear v, (pit) 111 296 481 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 16 16 16 HD Offset I1, On ) 20 50 70 Eff Arm (ft) 1583 1558 1542 COM (ft-lb) 15,984 60,088 133,299 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 2 - - Floor 25 b u t a ry - 1 1 Deck 45 Width (In - 0 0 Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 15.616 30,336 45,056 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 1,776 15,984 13.274 2 960 60,088 25 786 2.960 133299 38,298 T=C (Ibs) 171 2,201 6.162 Holddown No Holddowns w Simp MST48 3,140 Ib V Simp HD8A(4x) 7,460 Ib <r I 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1039AM I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wail @ Unit 2, Line B 3rd Floor L = 160 ft Unit Shear Shear Wall @ Unit Shear V = 338 to//? Trib Width Q, = 338 Ib/ft x 280 ft / 2 4732 Ib v = 4732 Ib / 160 ft = 296 to/ft Use SW frf0 {Single Side) Cap = 380 plf 3/8" Plywood Struct // w/ fid @4"oc Unit 2, Line B 2nd Floor L = 160 ft V = 550 Ib/ft Tnb Width 01 = 550 Ib/ft x 280 ft /7700 Ib v = 7700 Ib / 160 ft = 481 Ib/ft Use SW #12 (Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/8d@2"oc VCA Engineers Page Q = 4732 Ib Q = 7700 Ib I I I I I I I I 1 I I I I I I I I I I Page L37 THREE STORY OVERTURNING ANALYSIS Line Unit 2, Line B Joist Depth / GOM (GROSS OVERTURNING MOMENT) 10 Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (Plf) 222 592 962 Plate Height h, (ft) 9 9 9 Wall Length I/ (ft) 16 16 16 HD Offset I'/ (m.) 20 50 70 Eff Arm (ft) 1583 1558 1542 GOM (ft -Ib ) 31,968 120,176 266,597 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tri 2 - - Floor 25 butary Width - 15 15 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 15,616 75,136 134,656 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 3,552 31 968 13,274 5,920 120:176 63,866 5,920 266,597 114,458 T (Ibs) 1,181 3,614 9,869 Holddown Simp MST48 3,188 Ib >r Simp MST60 4,756 Ib V Simp HD 14A (6x) 13,380 Ib w NOTE: L0AP5 -re UNI* 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 11 57 AM I I I I I 1 I I I I I I I I I I I I I Unit 2A I I I I 1 1 1 f^\ 1 ^ \ 1 1 1 1 I f O i ^ MS a axe U L ^ ^, 1 ' ^ m_^ 1 r K T , rfW ,JT A^ \ \ J ^g c=n s\ ^ w .1 IT -^ c 2 \ /X_' J \ \ 5--'J' -x ^<-UrWT - /7X//7" ^ \ \ I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Page Shear Wall @ Unit 2A, Line 1 Roof L = 78 ft V = 709 Ib/ft Tnb Width 0, = 709 Ib/ft x 320 ft / 2 1744 Ib Q =1744 Ib Unit Shear v = 1744 Ib I 78 ft = 223 Ib/ft Use SW #10 {Single Side) Cap = 350 plf 3/8" Plywood Struct It w/ fid @4"o.c Overturning - Panel @ Unit 2A, Line 1 Roof v = 223 plf L(i) = 43 ft h = 90 ft Roof Wall Tnb 16 psf x 2 ft = 15 psf x 9 ft = DL 32 135 Arm plf plf X X 4 4 3 3 '/ 2/ 2 = 2 = M(R) 0 1 3 3 ft-k ft-k 1 6 ft-k MOT ' up 223 plf x 433 ft x 90 ft = 87 ft-k { MOT - 085 x MR } / ( 43 ft - 033 ft) T = 1837 Ib Use MST48 w/16d sinker 2764 Ib VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 2A, Line 1 3rd Floor L = 705 ft Unit Shear Shear Wall Unit Shear V = 293 Ib/ft Tnb Width 0, = 293 Ib/ft * 320 ft / 2 4688 Ib v - 4688 Ib / 105 ft = 446 Ib/ft Use SW #11 {Single Side) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"oc Unit 2A, Line 1 2nd Floor L = 105 ft V = 477 Ib/ft Tnb Width Q1 = 477 ib/ft x 320 ft / 2 7632 Ib v = 7632 Ib / 105 ft = 727 Ib/ft Use SW #11 (Both Sides) Cap = 980 plf 3/8" Plywood Struct 11 w/8d@3"oc VCA Engineers Page Q = 4688 Ib Q = 7632 Ib I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Unit 2A, Line 1 / G O M (GROSS OVERTURNING MOMENT) Joist Depth 10 [inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 166 446 727 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 4 4 4 HD Offset r, (m ) 20 50 70 Eff Arm (ft) 383 358 342 COM (ft-lb) 5,976 22,585 50244 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tr 2 - - Floor 25 b u t a ry - 0 0 Deck 45 Width (In - 6 6 Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 1,336 4,576 7,816 /// ANALYSIS RESULTS Level K66T 3rd Floor 2nd Floor - \in\r\ sn I F, COM 85% R M 004 D,y/O 1 3o 1,120 22,585 3,890 1.124 50,244 6.644 4fi T=C (Ibs) I 263 5,217 12,761 Holddown L>imp njitu J,1W ID V- Simp MST72 6,020 Ib T Simp HD 14A (6x) 13,380 Ib T 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 10 18AM I ILU KTGY 1558 La Costa Glen Page Li 5 I Shear Wall @ Unit 2A, Line 2 Roof L = 160 ft V = 109 Ib/ft Tnb Width Q1 = 109 Ib/ft x 320 ft / 2 = 1744 Ib Q = 1744 it> Unit Shear v = 7744 to / 160 ft = 109 Ib/ft I • Use SW #10 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"oc I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 2A, Line 2 3rd Floor L = 160 ft V = 293 Ib/ft Q1 = 293 I Tnb Width x 320 ft / 2 4688 Ib Unit Shear Shear Wall Unit Shear v = 4688 Ib / 160 ft = 293 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/8d@4"oc Unit 2A, Line 2 2nd Floor L = 160 ft V = 477 Ib/ft Tnb Width Q1 = 477 Ib/ft x 320 ft /7632 Ib v = 7632 Ib / 160 ft = 477 Ib/ft Use SW #12 {Smgle Side) Cap = 630 plf 3/8' Plywood Struct II w / 8d @ 2" o c VCA Engineers Page Q = 4688 Ib Q = 7632 Ib I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILL) THREE STORY OVERTURNING ANALYSIS Page Line Unit 2A, Line 2 / COM fGKOSS OVERTURNING MOMENT) Joist Depth 10 [inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 109 293 477 Plate Height h, (ft ) 9 9 9 Wall Length I, (ft) 6 6 6 HD Offset I1. On ) 20 50 70 Eff Arm (ft) 583 558 542 GOM (ft -Ib) 5,886 22,253 49,476 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 18 - - Floor 25 b u t a ry - 9 9 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 6,804 12,474 18,144 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 654 5 886 5,783 1,104 22253 10,603 1,104 49476 15,422 T=C (Ibs) 18 2,087 6287 Holddown No Holddowns *r Simp MST48 3,140 Ib ^ Simp HD8A(4x) 7,460 Ib -v 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1007AM ILU KTGY 1558 La Costa Glen Page I Shear Wall @ Unit 2A, Line A Roof L = 160 ft V = 127 Ib/ft Tnb Width Q, = 727 Ib/ft x 280 ft / 2 1778 Ib Q = 1778 Ib Unit Shear v = 1778 Ib / 160 ft = 111 Ib/ft _ • * • Use SW #1 0 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"o.c I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall @ Unit Shear Shear Wall @ Unit Shear KTGY 1558 La Costa Glen Unit 2A, Line A 3rd Floor L = 160 ft V = 338 Ib/ft Trib Width 0, = 338 Ib/ft x 280 ft /4732 Ib v = 4732 Ib / 160 ft = 296 Ib/ft Use SW #11 {Single Side) Cap = 430 pi f 3/8" Plywood Struct 11 w/8d@3"oc Unit 2A, Line A 2nd Floor L = 160 ft V = 550 Ib/ft Trib Width 01 = 550 Ib/ft x 280 ft /7700 Ib v = 7700 Ib / 160 ft = 481 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct II w/ 8d @2"oc VCA Engineers Page Q = 4732 Ib Q = 7700 Ib I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Unit 2A, Line A / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 111 296 481 Plate Height h,(ft) 9 9 9 Wall Length 1, (ft) 16 16 16 HD Offset I1, (in ) 20 50 70 Eff Arm (ft) 1583 1558 1542 COM (ft -Ib) 15.984 60,088 133.299 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 2 - - Floor 25 butary Width - 1 1 Deck 45 (In - 0 0 Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 15,616 30,336 45,056 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 1,776 15,984 13274 2960 60.088 25.786 2.960 133299 38,298 T=C (Ibs) 171 2,201 6 162 Holddown No Holddowns v Simp MST48 3,140 Ib 'T Simp HD8A(4x) 7,460 Ib T- 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1039AM ILU KTGY 1558 La Costa Glen Page I Shear Wail @ Unit 2A, Line B Roof L = 160 ft V = 727 Ib/ft Tnb Width Q1 = 127 Ib/ft x 280 ft / 2 = 1778 Ib 0 = 1778 Ib Unit Shear v = 1778 Ib / 160 ft = 111 Ib/ft I • Use SW #10 (Single Side) Cap = 380 plf • 3/8" Plywood Struct II w/8d@4"oc I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wall @ Unit 2A, Line B 3rd Floor L = 160 ft Unit Shear Shear Wall @ Unit Shear V - 338 Ib/ft Trib Width 0, = 338 Ib/ft x 280 ft / 2 4732 Ib v = 4732 Ib / 160 ft = 296 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/8d@4"oc Unit 2A, Line B 2nd Floor L = 160 ft V = 550 Ib/ft Tnb Width 01 = 550 Ib/ft x 280 ft / 2 7700 Ib v = 7700 Ib / 160 ft = 481 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8' Plywood Struct II w/ 8d @ 2" o c VCA Engineers Page Q = 4732 Ib O = 7700 Ib I I I I I I I I I I I I I I I I I I I Page. Line Unit 2A, Line B THREE STORY OVERTURNING ANALYSIS Joist Depth Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (pit) 111 296 481 Plate Height h, (ft.) 9 9 9 Wall Length I, (ft) 16 16 16 HD Offset "', On) 20 5Q 70 Eff Arm (ft) 1583 1558 1542 COM (ft-lb) 15,984 60,088 133,299 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tri 2 - - Floor 25 butary Width - 75 75 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 15,616 51,136 86,656 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M 85% R M. 1,776 15984 13,274 2,960 60,088 43,466 2,960 133.299 73,658 T (Ibs) 171 1,067 3,869 Holddown Simp MST48 3,188 Ib . V Simp MST48 3,188 Ib : •¥• Simp HD5A(4x) 4,010 ib v 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 1 14PM L62 Unit3 36--T txs I I I I I I I I I I I I I I I I I I I I I 1 I KTGY1558 La Costa Glen ILU Page Shear Wa// @ Unit 3, Line 1 Roof L = 137 ft V = 144 Ib/ft Tnb Width Q, = 144 Ib/ft x 320 ft / 2 2304 Ib Q =2304 Ib Unit Shear v = 2304 to / 73 7 ft - 169 Ib/ft Use SW #70 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/ fid @4"o.c Overturning - Panel @ Unit 3, Line 1 Roof v = 169 plf L(i) = 145 ft h = 90 ft Roof Wall Tnb 16 psf x 4 ft 15 psf x 9 ft DL 64 735 Arm plf plf X X 14 14 5 *' 5 2l ' 2 = ' 2 = M(R) 6 14 7 2 ft-k ft-k 20 9 ft-k MOT T.,n 169 plf x 1450 ft x 90 ft = 220 ft-k T - 085 x MR } / ( 145 ft - 033 ft) T = 297 Ib Use MST48 w/16d sinker 2764 Ib VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Watl @ Unit 3 Line f 3rd L = 150 ft V - 293 Ib/ft Q, = 293 Ib/ft Unit Shear Shear Wail Unit Shear Trtb Width 320 ft / 2 4688 Ib v = 4688 Ib / 150 ft = 373 Ib/ft Use SW #f0 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/ 8d @4"o.c Unit 3 Line 1 2nd L = 150 ft V = 477 Ib/ft Tnb Width Q1 = 477 ib/ft x 320 ft /7632 Ib v = 7632 Ib / 150 ft = 509 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct II w/ 8d @ 2" o c VCA Engineers Page L55 Q = 4688 Ib Q = 7632 Ib I I I I I I I I I I I I I I I I I 1 I Project #Page I THREE STORY OVERTURNING ANALYSIS Line Units, Line 1 Joist Depth 10 Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 144 313 509 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 4 4 4 HD Offset I1/ (m ) 20 70 70 Eff Arm (ft) 383 342 342 COM (ft -Ib) 5,184 16,932 36.299 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 14 - - Floor 25 b u ta ry W - 0 0 Deck 45 dth (In - 4 4 Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 2,512 4,672 6,832 /// ANALYSIS RESULTS Level 3rd Floor 2nd Floor \//)lh <,££ F, COM 85% R M C7C e 4 0 A o* oi- 676 16,932 3,971 784 36,299 5,807 I CT4 T=C (Ibs) "TOJri1 C70 3,793 8,925 Holddown r,|-,- Mr.T4n -i 140 11., v- Simp MST60 4,660 Ib -r Simp HD14A(£x)/3, ?&),„, <V 3 Story wall xls VanDorpe Chou Associates, Inc 10/18/1999 454PM ILU KTGY 1558 La Costa Glen Page I Shear Wall @ Unit 3, L»ne 2 Roof L = 240 ft V = 144 to/ft Q, = 144 Ib/ft x 330 ft / 2 2376 Ib Q = 2376 Ib Unit Shear v - 2376 Ib / 24 0 ft = 99 Ib/ft I Use SW #10 (Single Side) Cap = 380 plf IK 3/8" Plywood Struct If w/8d@4"o.c I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall @ Unit Shear Shear Wall @ Unit Shear KTGY 1558 La Costa Glen Unit 3, line 2 3rd Floor L = 240 ft V = 387 Ib/ft Trib Width Q, = 387 Ib/ft x 330 ft / 2 6386 Ib v = 6386 Ib / 240 ft = 266 Ib/ft Use SW #11 (SmgieSide) Cap = 490 plf 3/8" Plywood Struct II w/ 8d @3"o.c Unit 3, Line 2 2nd Floor L = 240 ft V = 630 Ib/ft Trib Width Q1 = 630 Ib/ft x 330 ft /10395 Ib v - 10395 Ib / 240 ft = 433 Ib/ft Use SW #12 (Single Side) Cap = 630 plf 3/8' Plywood Struct II w/ 8d @ 2" o c VCA Engineers Page Q = 6386 Ib Q = 70395 Ib I I I I I I I I I I I I I I I I I I I Page LS9 Line Unit 3, Line 2 THREE STORY OVERTURNING ANALYSIS Joist Depth Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 99 266 433 Plate Height h, (ft) 9 9 9 Wall Length 1. (ft) 20 20 20 HD. Offset iv (in.) 20 50 70 Eff Arm (ft.) 1983 1958 1942 COM (ft-lb) 17,820 67,350 149,723 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tri 14 - - Floor 25 butary Width - 75 75 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 62,800 118,300 173,800 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 1,980 17,820 53,380 3,340 67,350 100,555 3,340 149,723 147,730 T(lbs) -1,793 -1,696 103 Holddown No Holddowns •v No Holddowns T Simp MTT28B 3,787 Ib "V 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 1 21 PM I ILU KTGY 1558 La Costa Glen Page [ (,0 I Sfcear Wall @ Unit 3, Line A Roof L = 160 ft V = 119 Ib/ft Trib Width Q, = 779 Ib/ft x 370 ft / 2 = 2202 Ib Q = 2202 Ib Unit Shear v = 2202 Ib / 160 ft = 138 Ib/ft I Use SW #70 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"o.c I I I I I I I I I I I I VCA Engineers I I I I I I I I I I 1 I I I I I I I I ILL)KTGY 1558 La Costa Glen Shear Wall @ Unit 3, Line A 3rd Floor L = 160 ft V = 319 Ib/ft 0, = 319 IMt Unit Shear Shear Wall Unit Shear Trib Width 370 ft / 2 5902 Ib v = 5902 Ib / 160 ft = 369 Ib/ft Use SW #11 (Single Side) Cap = 490 plf 3/8" Plywood Struct / / w / 8d @ 3" o.c Unit 3, Line A 2nd Floor L = 160 ft V = 519 Ib/ft Trib Width Q1 = 519 Ib/ft x 370 ft /9602 Ib v = 9602 Ib / 160 ft = 600 Ib/ft Use SW #12 (Single Side) Cap = 630 plf 3/8" Plywood Struct J I w/ 8d @ 2" o c VCA Engineers Page Q = 5902 Ib Q = 9602 Ib I I I I I I I I I I I I I I I I I I Page. THREE STORY OVERTURNING ANALYSIS Line Unit 3, Line A Joist Depth- 10 / GOM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 138 369 519 Plate Height h,(ft) 9 9 9 Wall Length I/ (ft) 24 24 24 HD Offset I', (in ) 20 50 70 Eff Arm (ft) 2383 2358 2342 GOM (ft-lb) 29,808 112,272 231,756 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tr 2 - - Floor 25 ibutary Width - 7 7 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-Jb) 35,136 111,456 187,776 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M 85% R M 3,312 29,808 29,866 5,544 112,272 94,738 3,600 231,756 159,610 T (Ibs) -2 744 3,081 Holddown No Holddowns ^r Simp MST48 3,188 Ib ^r Simp MTT288 3,787 Ib T 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 1 23PM I ILU KTGY 1558 La Costa Glen Page i 63 1 Shear Wall @ Unit 3, Line B Hoof L = 160 ft V = 119 Ib/ftI Tnb Width Q1 = 119 Ib/ft x 370 ft / 2 = 2202 Ib I 0 = 2202 Ib Unit Shear v = 2202 Ib / 160 ft = 138 Ib/ft Use SW #f0 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"oc I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall @ Unit Shear Shear Watl Unit Shear KTGY 1558 La Costa Glen Unit 3, Line B 3rd Floor L = 160 ft V = 319 Ib/ft Trib Width Q1 = 379 Ib/ft x 370 ft / 2 5902 Ib v = 5902 Ib / 160 ft = 369 Ib/ft Use SW #11 (Single Side) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"o.c Unit 3, Line B 2nd Floor L = 160 ft V = 519 Ib/ft Tnb Width 01 = 519 Ib/ft x 370 ft /9602 Ib v - 9602 Ib / 16 0 ft = 600 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/8d@2"oc VGA Engineers Page Q = 5902 Ib 0 = 9602 Ib I I I I I I I I I I I I I I I I I I I Page. THREE STORY OVERTURNING ANALYSIS Line Unit 3, Line B Joist Depth- 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 138 369 519 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 24 24 24 HD Offset I', (in ) 20 50 70 Eff Arm (ft) 2383 2358 2342 COM (ft-lb) 29,808 112,272 231,756 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tn 2 - - Floor 25 butary Width - 6 6 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 35,136 104,256 173,376 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G.O M 85% R M 3,312 29,808 29,866 5,544 112,272 88,618 3,600 231,756 147,370 T(lbs) -2 1 003 3,604 Holddown No Holddowns ' v Simp MST48 3,188 Ib T" Simp MTT28B 3,787 Ib -v 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 125PM Unit 4 I I I I I I I I I I I I I I U7 I I I I T o! I I I I I I I I I I I I I I I I I I I KTGY1558 Shear Wall @ La Costa Glen ILU Unit 4, Une 1 Roof L = 122 ft V = 147 Ib/ft Trib Width Q, = 147 Ib/ft X 320 ft / Page 2352 Ib Q = 2352 Ib Unit Shear V = 2352 Ib / 122 ft = 193 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct H w/ 8d @4"o.c Overturning - Panel @ Unit 4, Line 1 Roof v = 793 plf L(i) = 130 ft Roof Wall Trib 16 psf X 7 ft 15 psf x 9 ft DL 112 135 h = 90 ft Arm Plf X 130 ' / 2 plf x 130 2 / 2 M(R) 95 ft-k 11 4 ft-k 20 9 ft-k MOT T,lr, 193 Plf x 1300 ft x 90 ft = 226 ft-k { MOT - 085 x MR } / ( 130 ft - 033 ft) T = 384 Ib Use MST48 w/16d sinker 2764 Ib VCA Engineers I I I I I I I I I I I I I I I I I I I ILU KTGY 1558 La Costa Glen Shear Wail @ Unit 4 line 13rd L = 125 ft Unit Shear Shear Wall Unit Shear V = 397 Ib/ft Trib Width Q, = 397 Ib/ft x 320 ft / 2 6352 Ib v = 6352 Ib / 125 ft = 508 Ib/ft Use SW #12 {Srngle Side) Cap = 630 plf 3/8" Plywood Struct I i w / 8d @ 2" o.c Unit 4 Line 1 2nd L = 725 ft V = 647 Ib/ft Tnb Width Q1 = 647 Ib/ft x 320 ft /10352 Ib v - 10352 Ib / 125 ft = 828 Ib/ft Use SW #12 (Both Sides) Cap* 1260 plf 3/8" Plywood Struct 11 wf 8d @2" oc VCA Engineers Page Q = 6352 Ib Q = 10352 Ib I I I I I I I I I I I I I I I I I I I Project #Page L70 THREE STORY OVERTURNING ANALYSIS Line Unit 4, Line 1 Joist Depth 10 / GOM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 2352 508 828 Plate Height h, (ft ) 9 9 9 Wall Length I, (ft) 5 5 5 HD Offset i1, <m) 20 70 70 Eff. Arm (ft) 483 442 442 GOM (ft.-lb) 10,584 34,424 73,801 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 14 - - Floor 25 b u t a ry W - 0 0 Deck 45 dth (In - 4 4 Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 4,488 8,425 12,363 /// ANALYSIS RESULTS Level R nmfOOT 3rd Floor 2nd Floor V0ID. 5ti F, GOM 85% R M I , I ( U 1 U.OU11! J,U 14 1,364 34,424 7,161 1,600 73,801 10,508 ^ T=C (Ibs) I ,4U I 6,173 14330 Holddown /"imn MTJWl— ~\ 14fHh m^- Simp HD8A(4x) 7,460 Ib V Simp HD15(6x) 15,305 Ib w 3 Story wall xls VanDorpe Chou Associates, Inc 10/18/1999 521 PM I ILU La Costa Glen Page /,?/ I Shear Wall @ Unit 4, tine 2 Roof | L = 260 ft I V = 747 Ib/ft Tnb Width Q, = 147 Ib/ft x 320 ft / 2 2352 Ib I Q = 2352 to Unit Shear v = 2352 Ib / 260 ft = 90 Ib/ft Use SW #10 (Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/ 8d @4"o.c I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILL) Shear Wall La Costa Glen Unit 4, tine 2 3rd L = 260 ft V = 397 Ib/ft Tnb Width Q1 = 397 Ib/ft x 320 ft / 2 6352 Ib Unit Shear v = 6352 Ib / 260 ft = 244 Ib/ft Use SW #11 (SmgleSjde) Cap = 490 plf 3/8" Plywood Struct It w/8d@3"oc Shear Wall @ Unit 4, tine 2, 2nd L = 260 ft V = 647 Ib/ft Tnb Width 07 = 647 Ib/ft x 320 ft /10352 Ib Unit Shear v = 10352 Ib / 260 ft = 398 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct 11 w/8d@2"oc VCA Engineers Page Q = 6352 Ib Q = 10352 Ib I I I I I I I I I I I I I I I I I I I KTGY1558 Line Unit 4, Line 2 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Joist Depth Page L73> I COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 90 244 398 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 16 16 16 HD Offset I', (in ) 20 70 70 Eff Arm (ft) 1583 1542 1542 GOM (ft -Ib ) 12960 49,296 109861 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 18 - - Floor 25 b u t a r y - 4 4 Deck 45 Width (In - Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 54,144 84,224 114,304 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 1,440 12,960 46.022 2,464 49,296 71,590 2,464 109861 97,158 T=C (Ibs) -2,088 -1,446 824 Holddown No Holddowns v No Holddowns ^r Simp MTT28B 3,787 Ib T" 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1008AM I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Unit 4, Line 2 Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 90 244 398 Plate Height h, (ft ) 9 9 9 Wall Length I, («) 10 10 10 HD Offset I1/ (m ) 20 70 70 Eff Arm (ft) 983 942 942 COM (ft -Ib ) 8,100 30,810 68,663 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 18 - - Floor 25 b u t a ry - 4 4 Deck 45 Width (In - Wall 15 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft -Ib) 21,150 32,900 44,650 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M. 900 8100 17,978 1,540 30,810 27,965 1,540 68,663 37,953 T=C (Ibs) -1,004 302 3,261 Holddown Simp MST48 -3rl4e-lb US Hp "V Simp MST60 4,660 Ib v Simp HD8A(4x) 7,460 ib "V 3 Story wall xls VanDorpe Chou Associates, Inc 10/20/1999 1005AM I ILU La Costa Glen Page /./5" I Shear Wall @ Unit 4, Line A Roof L = 200 ft V = 730 to/ft Tnb Width Q, = 730 Ib/ft x 380 ft / 2 = 2470 Ib Q = 2470 to Unit Shear v = 2470 Ib / 200 ft = 123 to/ft I I I Use SW #10 {Single Side) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"o.c I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall Unit Shear Shear Wall Unit Shear La Costa Glen Unit 4, Line A 3rd L = 200 ft V = 348 to/ft Tnb Width Q1 = 348 lb/ft x 380 ft / 2 6612 Ib v = 6672 Ib / 200 ft = 331 lb/ft Use SW #11 {Single Side) Cap = 490 plf 3/8" Plywood Struct I / w/8d@3"o.c Unit 4, Line 2, 2nd L = 200 ft V = 566 lb/ft Tnb Width Q1 = 566 lb/ft x 380 ft /10754 Ib v = 10754 Ib / 200 ft = 538 lb/ft Use SW #12 {Single Side) Cap = WO plf 3/8' Plywood Struct II w/ 8d @ 2" o c VGA Engineers Page t/(, Q = 6612 Ib Q - 10754 Ib I I I I I I I I I I I I I I I I I I I Page i 77 THREE STORY OVERTURNING ANALYSIS Line Unit 4, Line A Joist Depth 10 / G OM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (Plf) 120 331 538 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 20 20 20 HD Offset T, (in ) 20 50 70 Eff. Arm (ft) 1983 1958 1942 G.O.M (ft-lb) 21,600 83,180 185,537 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tn 2 - - Floor 25 butary Width - 1 1 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 24,400 47,400 70,400 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G 0 M 85% R M 2,400 21.600 20,740 4,220 83,180 40,290 4,140 185,537 59,840 T(lbs) 43 2,190 6,474 Holddown No Holddowns ^ Simp MST48 3,188 Ib -V Simp HD8A (4x) 7,460 Ib ' •*• 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 131 PM Shear Wall @ Unit 4, Line B (Roof) L = 200 ft p = 1 00 P 10) ( Wins) Se,sm,c \ (W'nd) V = 130 * 1 = 130 ' Ib/ft (Oj Tnb Width (01 Qt = 130 Ib/ft x 380 ft / 2 = 2470 Ib io> Q = 2470 Ib I KTGY1558 La Costa Glen ILU Page I I I I (01 101 m Unit Shear v =2470 Ib / 20 0 ft = 123 Ib/ft — Use SW #10 (Single Side) Cap = 350 plf • 3/8" C-D Sheathing w/ 8d @4"oc I I I I I I I I I I I I VCA Engineers I i I I I I I I I I I I I I I I I I I KTGY1558 Sftear Wall Seismic \(Wind) Unit Shear Shear Wall Seismic \(Wind) Unit Shear La Costa Glen ILU Unit 4, Line B (3rd Floor) L = 200 ft V = 348 p = 1 00 P 10) (Mind) x 1 = 348 Ib/ft 10) Tnb Width Q, =348 Ib/ft x 380 ft / 2 = 6672 to Q = (0) (0) v = 6612 Ib / 200 ft = 331 Ib/ft (0) 6612 Ib Use SW #11 (Single Side) Cap = 490 plf 3/8" C-D Sheathing w/ 8d @3"oc Unit 2, Line B (2nd Floor) L = 200 ft p = 1 00 P 10) (Wind) V = 566 x 1 = 566 Ib/ft •0) Tnb Width 01 = 566 Ib/ft x 380 ft / 2 70754 Ib Q = 70754 Ib !Cj lOl v = 10754 Ib / 200 ft = 538 Ib/ft Use SW #12 (Single Side) Cap = 640 plf 3/8" C-D Sheathing w/ 8d @2"oc VCA Engineers Page I I I I I I I I I I I I I I I I I I I Page THREE STORY OVERTURNING ANALYSIS Line Unit 4, Line B Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 120 331 538 Plate Height h, (ft) g 9 9 Wall Length I, (ft) 20 20 20 HD Offset I', (in ) 20 50 70 Eff Arm (ft) 1983 1958 1942 COM (ft-lb) 21,600 83,180 185,537 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 16 Tri 2 - - Floor 25 butary Width - 1 1 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 24,400 47,400 70,400 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 2,400 21,600 20,740 4,220 83,180 40,290 4,140 185,537 59,840 T (Ibs) 43 2,190 6,474 Holddown No Holddowns v Simp MST48 3,188 Ib ' -v Simp HD8A(4x) 7,460 Ib T 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 1 31 PM L&l Unit5 I I I I I I I I I I I I I I I I I I I I I I I I Lit t in w. i v~ tc V,- I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Page Shear Wall @ Unit 5, Line 1 Roof L - 188 ft V = 786 Ib/ft Tnb Width Q, = 786 Ib/ft x 31 o ft / 2 2883 Ib Q =2883 (6 Unit Shear v = 2883 Ib / 188 ft = 754 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct 11 w/8d@4"oc Overturning - Panel @ Unit 5, Line 1 Roof v = 154 plf L(i) = 140 ft Roof Wall Tnb 16 psf x 4 ft 15 psf x 9 ft h = 90 ft DL Arm 64 Plf x 14 0 ' / 2 = 135 plf x 14 0 2 / 2 = M(R) 63 ft-k 73 2 ft-k 19 5 ft-k MOT ' up 154 plf x 1400 ft x 90 ft = 194 ft-k { Mor - 085 x MR } / ( 140 ft - 033 ft) T = 205 to Use MST48 w/16d sinker 2764 Jb VCA Engineers I I I I I I 1 I 1 I 1 i 1 1 i i I I I ILU Shear Wall KTGY 1558 La Costa Glen Unit 5 Line 13rd L = 160 ft V = 502 Ib/ft Tnb Width 0, = 502 Ib/ft x 31 o ft / 2 Page 7781 Ib Q = 7781 Ib Unit Shear v = 7781 Ib / 160 ft = 486 Ib/ft Use SW #f2 (Single Side) Cap = 630 plf 3/8" Plywood Struct II w/ 8d @2"o.c Shear Wall @ Unit 5 Line 1 2nd L = 160 ft V = 817 Ib/ft Trib Width 01 = 817 Ib/ft x 31 0 ft /12664 Ib Q = 12664 Ib Unit Shear v = 72664 Ib / 160 ft = 791 Ib/ft Use SW #12 (Both Sides) Cap * 1260 plf 3/8" Plywood Struct II w/ 8d @2"oc VCA Engineers ILU La Costa Glen Page I Shear Wall @ Unit 5 Line 2 Hoof • I 1 I I e i i i i i i L = 220 ft V = 186 Ib/ft~ • Tnb Width ™ 0, = 786 Ib/ft x 340 ft / 2 3162 Ib Q = 3162 Ib Unit Shear v = 3162 Ib / 220 ft = 144 Ib/ft Use SW #10 (Single Side) Cap = 380 plf 3/8" Plywood Struct It w/8d@4"o.c VCA Engineers I I I I I I 1 I I 1 I II KTGY1558 Shear Wail @ Unit Shear $hear Wall Unit Shear La Costa Glen ILU Unit $ Line 2,3rd i. = 220 ft V = 502 Ib/ft Tnb Width Q, = 502 Ib/ft x 340 ft / 2 8534 Ib v = 8534 Ib / 220 ft = 388 Ib/ft Use SW #11 (Single Side) Cap = 490 plf 3/8" Plywood Struct H w/8d@3"o.c Unit $ Line 2, 2nd L = 220 ft V = 817 Ib/ft Tnb Width Q1 = 817 Ib/ft x 340 ft /13889 Ib v = 13889 Ib / 220 ft = 631 Ib/ft Use SW #13 (Single Side) Cap ~ 765 plf 1/2" Plywood Struct I wf 10d @2"oc Page L%7 Q - 8534 Ib Q = 13889 Ib I 1 I I VCA Engineers 1 I I I I 1 I 1 I I 1 I I I I I I I I Page, THREE STORY OVERTURNING ANALYSIS Line Unit 5, Line 2 Joist Depth 10 Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 144 388 631 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 22 22 22 HD Offset \", (in ) 20 50 70 Eff Arm (ft) 21 83 21 58 21 42 GOM (ft-lb) 28,512 107,976 240,027 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tri 16 - - Floor 25 buta ry W - 4 4 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib.) 103,092 149,072 195,052 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M 85% R M 3,168 28,512 87,628 5,368 107,976 126,711 5,346 240,027 165,794 T(lbs) -2,708 -868 3,466 Holddown No Holddowns ^r No Holddowns v Simp MTT28B 3,787 Ib T" 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 201 PM g ILU La Costa Glen Page I Shear Wall @ Unit 5 Line A, Roof L = 230 ft V = 130 to/ft Tnb Width Q, = 730 Ib/ft x 480 ft / 2 = 3120 to 0 = 3720 to Unit Shear v = 3120 to / 23 0 ft = 136 to/ft — I I Use SW #10 (SfngleSide) Cap = 380 plf • 3/8" Plywood Struct It w/8d@4"o.c I I I E I i i i i i i i VCA Engineers I ILU La Costa Glen Page L JO I Shear Wall @ Unit 5 Line A, 3rd I L = 230 ft I I I I I I I I V = 348 Ib/ft Tnb Width Q, = 348 Ib/ft x 480 ft / 2 = 8352 Ib Q = 8352 Ib Unit Shear v = 8352 Ib / 23 0 ft = 363 Ib/ft I I I Use SW #11 (StngleSide) Cap = 490 plf • 3/8" Plywood Struct 11 w/8d@3"o.c I f Shear Wall @ Unit 5 Line At 2nd _ L = 230 ft * V = 566 Ib/ft Tnb Width • Q1 = 566 Ib/ft x 480 ft / 2 13584 Ib Q = 13584 Ib Unit Shear v = 13584 Ib / 23 0 ft = 591 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8' Plywood Struct II w/ 8d @ 2" o c VCA Engineers I I I I I I I i i i i i i i i i i i i KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Unit 5, Line A Inches GOM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 136 363 591 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 23 23 23 HD Offset I'/ (m ) 20 70 70 Eff Arm (ft) 2283 2242 2242 GOM (ft -Ib) 28.152 105.900 235,194 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 2 - - Floor 25 butary Width - 1 1 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 32269 62,687 93,104 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 3,128 28,152 27,429 5,221 105,900 53,284 5244 235,194 79,138 T=C (Ibs) 32 2,347 6.962 Holddown No Holddowns 'w Simp MST48 3,140 Ib ^r Simp HD8A(4x) 7,460 Ib T" 3 Story wall xls VanDorpe Chou Associates, Inc 10/21/1999 837AM ILU La Costa Glen Page I I I I I I I I I I Shear Wall @ Unit 5 Line B, Roof L = 260 ft V = 130 Ib/ft Tnb Width I = 130 Mft x 480 ft / 2 3120 Ib Q = 3120 Ib Unit Shear v = 3120 Ib / 26 0 ft = 120 Ib/ft I I t/se SW #10 {Single Side) Cap = 380 plf 1 3/8" Plywood Struct It w/8d@4"oc I VCA Engineers I I I I I I I I I I I I I I I I I I I ILU Shear Wall @ La Costa Glen Unit 5 Line B> 3rd L = 260 ft V = 348 Ib/ft Tnb Width 0, = 348 lt>/ft x 480 ft / 2 Page 8352 Ib Unit Shear Q = 8352 Ib v = 8352 Ib / 260 ft = 321 Ib/ft Use SW #11 (Single Side) Cap = 490 plf 3/8" Plywood Struct 11 w/8d@3"oc Shear Wall @ Unit 5 Line B, 2nd L =260 ft V = 566 Ib/ft Tnb Width Q1 = 566 Ib/ft x 480 ft /13584 Ib Q = 13584 Ib Unit Shear v = 13584 Ib / 260 ft = 522 Ib/ft Use SW #12 {Single Side) Cap = 630 plf 3/8" Plywood Struct II wf 8d @ 2" o c VCA Engineers 1 KTC 1 M Line 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 3St 5Y1558 La Costa Glen ILU THREE STORY OVERTURNING P Unit 5, Line B J GOM (GROSS OVERTURNING MOMENT) Plate Wall Shear Height Length Level v, (plf) h, (ft ) I, (ft) Roof 120 9 26 3rd Floor 321 9 26 2nd Floor 522 9 26 R M (RESISTING MOMENT) DL Element Roof Floor Deck DL(psf) 16 25 45 Level Tributary Width (In Fei Roof 2 Floors - 1 Floor 2 - 1 ANALYSIS RESULTS Level F, GOM 85% R M Roof 3,120 28,080 35,051 3rd Floor 5,226 105794 68,090 2nd Floor 5226 234897 101,130 ory wall xis VanDorpe Chou Associates, Inc Paae /- •/' ANALYSIS oist Depth 10 Inches HD Offset Eff Arm GOM I1/ On) (ft) (ft-lb) 20 25 83 28,080 70 2542 105,794 70 2542 234,897 Wall Point Resisting 10 Load Moment 3 1 ) (Ib ) (ft -Ib ) 9 41,236 9 80,106 9 118.976 T=C (Ibs) Holddown -270 No Holddowns •w 1,483 Simp MST48 3,140 Ib ^r 5 263 Simp HD8A (4x) 7,460 Ib "T 10/21/1999 840AM Unit 6 I I I I I I I I I I I I I I I I I I I Lit -?-f;j£ tiA'^L [i\cK - L/M/T 6 JOB,\LD VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 SHEET NO .OF_ CALCULATED BY_ SCALE. OATE- DATE- Vfer)C^-f) \k A t? 276 -r 1 7 7 7 tf 3 f-. -fl -te- 578 JfO//)- 170 I "ROOUC7 !W ! iSinglj Sheeli, 2C5 i lPW:td: I I I I I I I I I I I I I I I I I I I KTGY1558 Shear Wall @ Unit Shear Shear Wall @ Unit Shear La Costa Glen ILU l/mf S, line 1 Roof L = 73 ft V = 4 Ib/ft' Tnb Q, = 4 Ib/ft x 2380 ft2 / v = 923 Ib / 73 ft = 923 Ib 0 = 727 Ib/ft 923 Ib Use SW #10 {Single Side) Cap = 380 plf 3/8" Plywood Struct If w/ fid @4"o.c Unit <5, Line 1A Roof L = 60 ft V = 4 Ib/ft* Tnb r Q1 = 4 Ib/ft^x 2590 ft* /7005 Ib v = 7005 Ib / 60 ft = 767 Ib/ft Use SW #f0 {Single Side) Cap * 350 plf 3/8" Plywood Struct II vrf 8d @ 4" o c VCA Engineers Page Q = 1005 Ib I I I I I I I I I I I I I I I I I I I Page THREE STORY OVERTURNING ANALYSIS Line Unit6, Line 1 Joist Depth- 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 132 355 578 Plate Height h, (ft) 9 9 9 Wall Length I/ («) 35 35 35 HD Offset I1, (in.) 20 50 70 Eff . Arm (ft) 333 308 292 GO.M (ft-lb) 4,158 15,726 34,968 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tri 4 - - Floor 25 butary Width - 65 65 Deck 45 (In - Wall 15 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft-'b) 1,341 3,164 4,986 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F; COM 85% R M 462 4,158 1,140 781 15,726 2,689 781 34,968 4,238 T(lbs) 905 4,228 10,536 Holddown Simp MST48 3,188 Ib v Simp MST60 4,756 Ib 'W Simp HD 14A (6x) 13,380 Ib v 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 227PM Project #Page. I I I I I I I I I I I I I I I I I I THREE STORY OVERTURNING ANALYSIS Line Unite, Line 1A Joist Depth- 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 144 387 630 Plate Height h, (ft ) 9 9 9 Wall Length I, (ft) 35 35 35 HD Offset T, (in ) 20 50 70 Eff Arm (ft) 333 308 292 COM (ft -Ib ) 4,536 17,147 38,120 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 T 20 - • Floor 25 r i b u t a ry - 1 1 Deck 45 Width (In - 0 0 Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 2,787 3,767 4747 /// ANALYSIS RESULTS Level R J-,r-lr AJVl 3rd Floor 2nd Floor w/nit\ -^e F, COM. 85% R M 1 „ oUn 4,jJu ^..JLia 851 17,147 3,202 851 38,120 4,035 r i ilA T=C (Ibs) 6 J7A.....uU 4,523 11 686 Holddown K~imn M*~T/in ~> 1 /in Ih -w Simp MST72 6,020 Ib v Simp HD 14A (6x) 13,380 Ib T 3 Story wall xls VanDorpe Chou Associates, Inc 10/19/1999 458PM KTGY1558 La Costa Glen ILU Page I Overturning - Panel @ Unit 6, Line 1A Roof v = 767 plf L(i) = 133 ft h = 90 ft Tnb DL Arm M(R) Roof 16 psf x 20 ft = 320 plf x 13 3 " / 2 = 284 ft-k Wall 15 psf x 9 ft = 135 plf x 133 2/ 2 = 120 ft-k T = -1097 Ib < 0 Use MST4B w/16d sinker 2764 Jb _ I ! • MOT = 167 P'f x 1333 ft x 90 ft = 201 ft-k • Tup = { MQT - 085 x MR } / ( 133 ft - 033 ft) I i I i I i i i i I i i 40 4 ft-k VCA Engineers ii i I i i i i i i i i i i i ip i i i Page l\00 Line Unit6, Line 2 THREE STORY OVERTURNING ANALYSIS Joist Depth Inches / GOM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 170 460 744 Plate Height h, (ft) 9 9 9 Wall Length «i («) 45 45 45 HD Offset I'/ On ) 20 50 7.0 Eff Arm (ft) 433 408 392 GOM (ft-lb) 6,885 26,153 58,010 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tr 2 - - Floor 25 butary Width - 105 105 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft-lb) 1,337 4,906 8,475 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 765 6,885 1,136 1 305 26,153 4,170 1 278 58,010 7,203 T (Ibs) 1,327 5,384 12,972 Holddown Simp MST48 3,188 Ib V Simp MST72 5,800 Ib ^r Simp HD 14A (6x) 13,380 Ib -V 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 231 PM I I I I I I I I I I I I I I I I I I I Project #Page L fOl THREE STORY OVERTURNING ANALYSIS Line Unite, Line 2A Joist Depth 10 COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v/ (plf) 92 247 402 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 8 8 8 HD Offset I', (m ) 20 50 70 Eff Arm (ft) 783 758 742 COM (ft-lb) 6,624 25,021 55,612 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof FloorS Floor 2 Roof 16 Tri 0 - - Floor 25 b u t a ry - 6 6 Deck 45 Width (In - 0 0 Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 4,320 13,440 22,560 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 736 6,624 3,672 1,240 25,021 11,424 1,240 55.612 19,176 T=C (Ibs) 377 1,793 4,913 Holddown Simp MST48 3,140 Ib ^r Simp MST48 3,140 Ib T Simp HD8A (4x) 7,460 Ib -v 3 Story wall xls VanDorpe Chou Associates, Inc 10/19/1999 502PM I I I i I I I I I I I I I I I I I I I Page i THREE STORY OVERTURNING ANALYSIS Line Unit 6, Line A Joist Depth COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (Plf) 107 288 470 Plate Height h, (ft.) 9 9 9 Wall Length I (ft) 8 8 8 HD Offset I1/ (m ) 20 50 70 Eff Arm (ft.) 783 758 742 COM (ft -Ib.) 7,704 29,153 64,913 // RM (RESISTING MOMENT) OL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tri 2 - - Floor 25 b u ta ry W - 1 1 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 4,224 7,904 11,584 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 856 7,704 3,590 1,448 29,153 6,718 1.456 64,913 9,846 T (Ibs) 525 2,958 7,425 Holddown Simp MST48 3,188 Ib -v Simp MST48 3,188 Ib V Simp HD8A(4x) 7,460 Ib "T 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 233PM I I I I I I I I I I I I I I I I I I I Page if 03 THREE STORY OVERTURNING ANALYSIS Line Unit 6, Line B / COM (GROSS OVERTURNING MOMENT) Joist Depth.) 10 [inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 153 414 675 Plate Height hi (ft) 9 9 9 Wall Length I, («) 6 6 6 HD Offset I1/ On.) 20 50 70 Eff Arm (ft.) 583 558 542 GO.M 8,262 31,383 69,903 // RM (RESISTING MOMENT) OL Element DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tri 2 - - Floor 25 butary Width - 1 1 Deck 45 (In - 1 1 Wall 10 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft -Ib.) 2,376 5,256 8,136 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 918 8,262 2,020 1,566 31,383 4.468 1,566 69,903 6.916 T (Ibs) 1,070 4821 11,628 Holddown Simp MST48 3,188 Ib •*• Simp MST72 5,800 Ib • ir Simp HD 14A (6x) 13,380 Ib -V 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 237PM I I I I I I I I I I I I I I I I I I I Page L104 THREE STORY OVERTURNING ANALYSIS Line Unit 6, Line C Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Cummulative Shear v, (plf) 140 378 615 Plate Height h/(ft) 9 9 9 Wall Length I, (ft) 8 8 8 HD Offset I1/ (m ) 20 50 70 Eff Arm. (ft) 783 758 742 COM (ft-lb) 10,080 38,229 85,029 // R M (RESISTING MOMENT) DL Element* DL (psf) Level Roof 3rd Floor 2nd Floor Roof 21 Tri 2 - - Floor 25 butary W • 65 65 Deck 45 dth (In - 0 0 Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 4,224 12,304 20,384 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O M 85% R.M 1,120 10,080 3,590 1.904 38,229 10,458 1,896 85,029 17,326 T (Ibs) 828 3,662 9,128 Holddown Simp MST48 3,188 Ib V Simp MST60 4,756 Ib : V Simp HD 14A (6x) 13,380 Ib ^r 3 Story wall xls VanDorpe Chou Associates, Inc 08/31/2000 244PM LIOS Stairwells & Lobbies 1 11 <[ 1 1 1 1 1•1 1 1 1 1 ) 5'± y^~ *^o 5 x^: N ei i ez f i I =: i 77 C3 C^ 2 ^ 30 1)Q ^N i 2, t W '\ 3 Q j \ 4- ^ ! 3 ~-! i > I * l^FLDOk 1 1 1 1 1 ^ / /5 as ®,J ' _s ^ 3 )' ;?i (^ J^ 5' ^ , 0 (i _, f' 1 s' Ft ^^N. NX "~ I' T r J^J / t I i s 2 ^ 3 c -72^ / -5 af (\ t\r\o ^*. t> x c ' 0LPG A 5TAIR 5ME.4(? WALL \,K\ LlQt> ,na LA COSTA PrLEN IUJ Ll°7 ••• VGA ENGINEERS _n •yy^ m 295-A Rampart Street _ M c U\£jtf\ ,-.____, r*,,!.*-.,-.- nooeo RAI n n ATFD nv _3 p| r^^JJ^J Orange, California 92868 ^^^^^^^^1 -7-1 A Q*7Q Q7Qn rHFrKFD RY SCALE "PLD6 A 5TAIRWEU , TtfTAl A^HA : 320 * (TJLT a«) ; -f/0* (l^r / LINf Ueva I'A.C3) Vrprfi /^frO C^MANDfwf) A K 3?f5j-ttO JW /< 3^S 3 3^(s)=/<o /o-»5 /^ W.5 2 *tt-305 //o^ 3Z /^.o ^ 1? 32.(B)=HQ 3W /3 47$ 3 32W-/W 1.^5 ^ W2( 2 4/(5j-^ ^ ^? /203 I ft lo(&*}-K ?n b 55.0 3 K ra.-" ^ W^ 2 «5 T.SZ 9 1107 2 R 0»^35X/p) = KO 3^ ^ 77^ 3 «o j^ 6 20* 2 7*0 ,rrt ^ 3^1^ .? 1? (3.?-?)(/o;= //r 3?? ^ 7^ 3 (Js.?)po)-/'5 /0<s ^ ^003 2 05^0) --/» ^ ^ 3^J.f OF HATF !//5/?9 nATF fl^) /s^K *ro *// *tf */0 f>! iff. *<o nil ** t/j Hit *K *<0 t/l til ^ ill PRODUCT 2011 (Sing* Snictsl 205'- IPHdMi I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Bldg A Stairwell, Line A Joist Depth. 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 388 1045 109 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 16 16 32 HD Offset I1, (in ) 20 50 70 Eff Arm (ft) 1583 1558 31 42 COM (ft -Ib) 5,587 21,153 38890 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 2 - - Floor 25 buta ry W - 1 1 Deck 45 dth (In - Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 21,376 41.856 124,672 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O M. 85% R M 621 5,587 18,170 1,051 21.153 35,578 144 38,890 105,971 T=C (Ibs) -795 -926 -2,135 Holddown No Holddowns ^r No Holddowns ^ No Holddowns w 3 Story wall xls VanDorpe Chou Associates, Inc 11/8/1999 818AM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page L/09 Line Bldg A Stairwell, Line B Joist Depth 10 / GOM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 478 1286 1203 Plate Height h,(ft) 9 9 9 Wall Length I/ (ft) 13 13 29 H.D. Offset P, (in ) 20 50 70 Eff Arm (ft) 1283 1258 2842 GOM (ft.-lb) 5,593 21,157 35,430 // R M (RESISTING MOMENT) DL Element DL(psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 2 - - Floor 25 butary - 1 1 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -»b.) 10,309 20,027 66,352 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 621 5.593 8,763 1,050 21,157 17,023 -241 35,430 56,399 T=C (Ibs) -247 329 -738 Holddown No Holddowns ^ Simp MST48 3,140 Ib V No Holddowns •* 3 Story wall xls VanDorpe Chou Associates, Inc 11/8/1999 820AM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Bldg A Stairwell, Line 1 Joist Depth 10 / G O M (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 55 148 1607 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 6 6 9 HD Offset r/(m) 20 50 70 Eff Arm (ft) 583 558 842 COM (ft -Ib) 2.970 11,237 20,998 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 2 - • Floor 25 butary Width - 2 2 Deck 45 (In - Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 3,006 6,336 14.499 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M 85% R M 330 2,970 2,555 558 11,237 5.386 114 20,998 12.324 T=C (Ibs) 71 1,048 1.031 Holddown No Holddowns ^r Simp MST48 3,140 Ib V Simp MTT28B 3,787 Ib W 3 Story wall xls VanDorpe Chou Associates, Inc 11/8/1999 822AM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page LIU Line Bldg A Stairwell, Line 2 Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 776 209 3404 Plate Height h, (ft) 9 9 9 Wall Length li («) 6 6 6 HD Offset I1/ On ) 20 50 70 Eff Arm (ft) 583 558 542 G.O.M (ft-lb) 4,190 15,864 35,291 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tr 25 - - Floor 25 butary Width - 0 0 Deck 45 (In - Wall 15 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft.-lb) 3,150 5,580 8,010 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G.O.M 85% R M 466 4,190 2,678 788 15,864 4,743 788 35,291 6,809 T=C (Ibs) 259 1,992 5.258 Holddown Simp MST48 3,MO Ib ^ Simp MST48 3,140 Ib V Simp HD8A(4x) 7,460 Ib ^ 3 Story wall xls VanDorpe Chou Associates, Inc 11/8/1999 824AM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page /-//Z Line Bldg A Stairwell, Line 3 Joist Depth 10 Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 744 2003 3404 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 6 6 6 HD Offset I1, (in ) 20 50 70 Eff Arm (ft) 583 558 542 GOM (ft-lb) 4,018 15,206 34,589 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 35 - - Floor 25 b u t a ry W - 0 0 Deck 45 dth (In - Wall 15 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft-lb) 3,438 5,868 8.298 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G.O.M 85% R M 446 4.018 2922 755 15,206 4.988 841 34,589 7,053 L T=C (Ibs) 188 1,830 5.083 Holddown No Holddowns <r Simp MST48 3,140 Ib <r Simp HD8A(4x) 7,460 Ib V 3 Story wall xls VanDorpe Chou Associates, Inc 11/8/1999 825AM I KTGY1558 La Costa Glen ILU Page LIII I Overturning - Panel @ Bldg A Stairwell, Line 4 J v = 241 plf _ L(i) - 60 ft h = 90 ft Trib DL Arm M(R) Roof 21 psf x 3 ft = 53 Plf x 60 '/2 = 09 ft-k • Wall 15 psf x 9 ft - 135 plf x 60 2 / 2 = 24 ft-k 34 ft-k I I I I I I I I I I I I I I MOT = 241 plf x 600 ft x 90 ft = 130 ft-k Tup = { MOT - 067 x MR }/ ( 60 ft - 0 33 ft ; 7 = 1898 Ib Use MTT28B w/16cf sinker 3800 Ib VCA Engineers I I I I I I I I I I I I I I I I I I I 0L0G A KNUCKLE 1 MYOl/T JOB.LA COSTA &LEN IUJ VGA ENGINEERS SHEETNO OF 295-A Rampart Street CALCULATED BY_5M£ HATP IOJU/99 ITI&Jt Orange, California 92868 714 978-9780 CHECKED BY DATE SCALE. KNUCKLE T01AU AKA- ^77^ ONC MllWO lNB ty\(^) JL* t^MAND A FKAME til A PRODUCT 2011 {Singte Snefls) 20511Piddidl I KTGY1558 La Costa Glen ILU Page l\(b I I I I I I I I I I I I I I I I I Overturning • Panel @ Bldg A, Entry Lobby Line A v = 520 plf L(i) = 160 ft h = 90 ft Wall Floor 10 25 psf x psf x Tnb 27 7 ft ft = = DL 270 163 plf x plf x Arm 160 160 2I 2 = 2/2 = M(R) 346 208 ft-k ft-k 55 4 ft-k MOT = 520 Plf x 1600 ft x 90 ft = 748 ft-k TUp = { MOT - 067 x MR } / ( 160 ft - 033 ft) T = 2408 Ib Use MTT28B w/16d sinker 3800 Ib VCA Engineers I KTGY1558 La Costa Glen I LU Page LI 17 I Overturning • Panel @ Bldg A, Entry Lobby Line B v = 520 plf L(i) = 160 ft h = 90 ft Tnb DL Am M(R) Wall 10 psf x 27 ft - 270 plf x 16 0 2 / 2 = 34 6 ft-k Floor 25 psf x 9 ft = 213 plf x 160 2/ 2 = 272 ft-k T = 2135 Ib Use MTT28B w/16d sinker 3800 Ib m _ • • MOT = 520 Plf x 1600 ft x 90 ft = 748 ft-k I TUp = { MOT - 067 x MR } / ( 160 ft - 033 ft) I I I I I I I I I I I I 618 ft-k VCA Engineers LA" C051A ILU U<° VGA VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 SHEETNO OF_ CALCULATED BY_ CHECKED BY SCALE \\M99 SJMf 1:k - T i?Y IB,V f/3 * 24' .. ££iii r/- jTmnr- •• fr L' 7 ' otffi w 0,00247^ '3Z^- OJ03 -> .. USE 3 MAX K, #5 50* P " coo/3** PROOUCI204 I (Single Sheets) 205-1 IPaiMedi v = 841 plf L(i) = 80 ft h = 90 ft Tnb DL Arm M(R) Wall 10 psf x 9 ft = 90 plf x 80 2/ 2 = 29 ft-k Floor 25 psf x 2 ft = 38 plf X 8 0 2 / 2 = 12 ft-k 4 1 ft-k T = 7542 Ib Use Simp HD-10A 9540 Ib I KTGY1558 La Costa Glen ILU Page I Overturning - Panel @ Bldg A, Entry Lobby Line 2 I I I • MOT = 841 plf x 800ftx90ft=606 ft-k I Tup = { MOT - 067 x MR } / ( 80 ft - 0 33 ft ) I I I I I I I I I I I I VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Unit 6, Line 2 (at Bldg A over entry lobby) / GOM (GROSS OVERTURNING MOMENT) Joist Depth 10 Inches Level Roof 3rd Floor 2nd Floor Shear v, (Plf) 170 460 744 Plate Height hi (ft) 9 9 9 Wall Length li (ft) 45 45 45 HD Offset I1, (in ) 20 50 70 Eff Arm (ft) 433 408 392 GOM (ft-lb) 6,885 26,153 58.010 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 21 Tr 24 - - Floor 25 b u t a ry - 4 0 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 6,014 7,938 8.849 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M. 765 6,885 5,112 1,305 26,153 6,747 1,278 58,010 7.522 T=C (Ibs) 409 4,752 12,890 Holddown Simp MST48 3,140 Ib V Simp MST72 6,020 Ib -r Simp HD 14A (6x) 13,380 Ib *W 3 Story wall xls VanDorpe Chou Associates, Inc 10/29/1999 11 03 AM JOB.LfcN ILII VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714 978-9780 SHEET NO SMf /o/i7/9i SCALE. -PUN UN If 6, 5H EAK WALL d'- 2, 5k / 7 " /» USE : UPLIFT- = 9. ^ /o(3y - s.?/ « PRODUCT 204 I (Single Sheets) 203-1 (Padded) ,nR i:A COST A &L£N ILI VGA ENGINEERS SHEETNO OF l/f>y| 295-A Rampart Street CALCULATED BY^M£. " v«r I Orange, California 92868 714 978-9780 CHECKEDBY DATE- SCALE. LDB0Y/UH1U-PLAN Unit 6, SrtfAf? WALL &: VERT; /. r- 1.0 k UPLIFT- a?pi/o^ = O5(x?;^to^- /a 7 / sfyfci)--. 7,57% PRODUCT !W I (Single Sheelsl 2051 [PjcldM! i i i i i i i i i i i i i i i i i i i KNUCKLE. 0U7GA .MB LA 1LU VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714 978-9780 SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE 5 M I HATE -5TM *fl£ VATOK WAI AftA: F 45° KNUCKLf 3 3 $ 3 3 3 2. UK /7,0~ V ^73 - fit 7 7 7 /f X I ci /c 54 111* */m 93 2-34 (iNC HAUIW) *// */A HIO it/0 #11 £10 it// PRODUCT 2041 [Single Shmsl 205 I (Padded] I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Knuckle Lobby 1, Bldg A Line 1A Joist Depth- 10 / G O M (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 97 261 637 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 8 8 8 HD Offset I1, (m ) 20 50 70 Eff Arm (ft) 783 758 742 G OM (ft -Ib ) 6,984 26,423 74027 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 T 2 - - Floor 25 ributary Width - 1 1 Deck 45 (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 3,904 7,584 11,264 /// ANALYSIS RESULTS Level PnnfKOOT *2rj-l Clnn*oro rioor 2nd Floor F, G O M 85% R M 77K K QQ/1 7 71 R 3,008 74,027 9,574 T=C (Ibs) AKtl'too I O R1A LI *-.oo4 r 8,690 Holddown i^jtmt-i M'-TUft- ~l 14(1 Ih *w Simp HD 14A (6x) 13,380 Ib ^ OtfStf: PENALTY 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 416PM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Page THREE STORY OVERTURNING ANALYSIS Line Knuckle Lobby 1, BIdg A Line 2 Joist Depth 10 "[inches / GOM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 93 251 381 Plate Height h,(ft) 9 9 9 Wall Length I/ (ft) 8 8 8 HD Offset \', (in ) 20 50 70 Eff Arm (ft) 783 758 742 GOM (ft -Ib) 6,696 25,388 54,493 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 12 - - Floor 25 b u ta r y W - 5 5 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 9,024 15,904 22,784 /// ANAL YSIS RESUL TS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 744 6,696 7,670 1,264 25,388 13,518 1,040 54.493 19,366 T=C (Ibs) -124 1,565 4,736 Holddown No Holddowns w Simp MST48 3,140 Ib W Simp HD8A(4x) 7,460 Ib W 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 254PM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Knuckle Lobby 1, Bldg A Line 2A Joist Depth 10 Inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear v, (plf) 124 334 511 Plate Height Mft) 9 9 9 Wall Length I, (ft) 6 6 6 HD Offset P, (m.) 20 50 70 Eff Arm (ft) 583 558 542 GOM (ft-lb) 6,696 25,352 54,616 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 3 - - Floor 25 b u t a ry - 7 7 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 2,484 7,254 12024 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, GOM 85% R M 744 6,696 2,111 1.260 25.352 6,166 1,062 54,616 10,220 T=C (Ibs) 786 3,436 8,196 Holddown Simp MST48 3,140 Ib v Simp MST60 4,660 Ib V Simp HD 14A (6x) 13,380 Ib v 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 303PM I I I I I I I I I I I I I I I I I I I KTGY 1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Knuckle Lobby 1, Bldg A Line A Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 54 146 216 Plate Height Mft) 9 9 9 Wall Length I/ (ft) 7 7 7 HD Offset r, (m ) 20 50 70 Eff Arm (ft) 683 658 642 COM (ft-lb) 3,402 12,915 27,375 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 T 2 - - Floor 25 r i b u t a r y - 1 1 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 2,989 5,807 8,624 /// ANAL YSIS RESUL TS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 378 3.402 2 541 644 12,915 4,936 490 27,375 7,330 T=C (Ibs) 126 1,212 3,124 Holddown No Holddowns T Simp MST48 3,140 Ib ^r Simp HD5A (4x) 4,010 Ib -V 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 301 PM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page LlZ9 Line Knuckle Lobby 1, Bldg A Line B Joist Depth 10 / COM (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 81 218 332 Plate Height h, (ft) 9 9 9 Wall Length If («) 14 14 14 HD Offset P, (in ) 20 50 70 Eff Arm (ft) 1383 1358 1342 COM (ft-lb) 10,206 38,619 82,994 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 2 - - Floor 25 b u t a r y W - 1 1 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 11,956 23,226 34,496 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O M 85% R M 1,134 10,206 10.163 1,918 38,619 19,742 1.596 82,994 29,322 T=C (Ibs) 3 1,390 4,000 Holddown No Holddowns w Simp MST48 3,140 Ib v Simp HD6A(4x) 5,105 Ib v 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 300PM I I I I I I I I I I i i i i i i i i I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page Line Knuckle Lobby 1, Bldg A Line C Joist Depth 10 / G O M (GROSS OVERTURNING MOMENT) Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 94 253 391 Plate Height Mft) 9 9 9 Wall Length If (ft) 8 8 8 HD Offset r, (m) 20 50 70 Eff Arm (ft) 783 758 742 COM (ft -Ib) 6,768 25,611 55,449 // RM (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tr 2 - - Floor 25 b u t a ry - 1 1 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -»b) 3,904 7,584 11,264 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M 85% R M 752 6,768 3.318 1,272 25,611 6,446 1,104 55.449 9,574 T=C (Ibs) 440 2,527 6.185 Holddown Simp MST48 3,140 Ib "V Simp MST48 3,140 Ib v Simp HD8A(4x) 7,460 Ib v 3 Story wall xls VanDorpe Chou Associates, Inc 10/22/1999 304PM JOB.LA GUN 1UU. VGA VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 SHEET NO OF_ CALCULATED RY CHECKED BY SCALE DATE. DATE. 10/22/99 KNUCKtf 10m i, "SHfAl? MAIL MA . A fap IA IA r *'PLAN WSCONTlNUlfY /7 f, ~ OS (LL < /oo/Kf,01? -- 57 1,079& WALL (fi?fM OT Y' JQ.0/i.7 = T/C PflODUCI2M 1 iSingleSHeelsiZIB l i I I I I I I I I I I I I I I I I I I I is? f ENTRY '2 LOBBY JANITOR'S CLOSET 4/' KNUCKIE 2 /\ XL' —^ 4 LATERAL fM UYCUT LA CO51A E-lfcft 1LII VGA ENGINEERS SHEET NO OF I/O/I 295-A Rampart Street CALCULATEDBY_SM£ DATE. CHECKED BY DATE . Orange, California 92868 714 978-9780 SCALE. BLP LINE A 0 1 ^ c 9 A £l£VAT0R loffi r *> ^° KNUCW-E rotAUAREA": ^ ^ (INC HALLWAY) UVa TA^) V(^> ^waH PFMANPf^) /^N\ K 2(?//;.:)(/7,)=2W 3,w '3s' /^./ kiQ 3 210.^ /o-?< /^.s' \U<7- *ll / ** *7x, 2™-b i7M H"> 3>03.j $i£ K i(l7-rJ)(z$: IQti 3.8? 10' ]}%.! #/0 3 3015 KHS IQ 3i$,Z til Z jo^.5 //oz 10 ' 5V£3 #/Z /? f/3)(^}-/55^^^ j?2? 20' 5^.^ ^ 3 4& Wf5 2o' ^^^./ ^r// 2 41b (7.01 2.0X ^5" *# ,v K (/3^i)f?n - //?u '..^ /?' /^^'? ^/^ 3 7&? /r<5 /77 ^.^ til Z CT /wz // 7101 *ll' { \f\^-2^-Ki^^ },& tf ml no 3 too? ,,«5 rf 33^5 «// FRODUCI2041 (Single Sums] 2051 iP I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Bldg A, Knuckle 2, Elevator Lobby Line A / COM (GROSS OVERTURNING MOMENT) Joist Depth I 10 [inches Level Roof 3rd Floor 2nd Floor Shear v, (Plf) 691 1862 3033 Plate Height h, (ft) 9 9 9 Wall Length I/ (ft) 135 135 135 HD Offset l',(m) 20 50 70 Eff. Arm. (ft) 1333 1308 1292 COM. (ft-lb) 8,396 31,796 70.742 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tr 2 - - Floor 25 b u t a ry W • 1 1 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft -Ib) 11,117 21,597 32,076 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, COM 85% R M 933 8,396 9,450 1.581 31,796 18,357 1,581 70,742 27,265 T=C (Ibs) -79 1,027 3,366 Holddown No Holddowns ^r Simp MST48 3,140 Ib ; V Simp HD5A(4x) 4,010 Ib V 3 Story wall xls VanDorpe Chou Associates, Inc 11/2/1999 209PM I I I I I I i i i i i i t i i i i i i KTGY1558 La Costa Glen ILL) THREE STORY OVERTURNING ANALYSIS Page. Line Bldg A, Knuckle 2, Elevator Lobby Line B / GOM (GROSS OVERTURNING MOMENT) Joist Depth 10 Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 1181 3182 5183 Plate Height h, (ft) 9 9 9 Wall Length I; (ft) 65 65 65 HD Offset I1/ (in ) 20 50 70 Eff Arm (ft) 633 608 592 GOM. (ft-lb) 6,909 26,163 58,207 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tr 2 - - Floor 25 b u t a ry W - 10 10 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib.) Resisting Moment (ft-lb) 2,577 9,760 16,942 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G.O M 85% R M 768 6,909 2.191 1,301 26,163 8,296 1,301 58,207 14,401 T=C (Ibs) 745 2,937 7,404 Holddown Simp MST48 3,140 Ib ^ Simp MST48 3,140 Ib ^ Simp HD10A (4x) 8,150 Ib w 3 Story wall xls VanDorpe Chou Associates, Inc 11/2/1999 210PM I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Page. THREE STORY OVERTURNING ANALYSIS Line Bldg A, Knuckle 2, Elevator Lobby Line C Joist Depth 10 (inches / COM (GROSS OVERTURNING MOMENT) Level Roof 3rd Floor 2nd Floor Shear V; (Plf) 1227 3305 5383 Plate Height h, (ft.) 9 9 9 Wall Length I/ (ft) 19 19 19 HD Offset I'/ (m ) 20 50 70 Eff Arm (ft) 1883 1858 1842 COM (ft-lb) 20.982 79,440 176,722 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tri 0 - - Floor 25 b u t a ry W - 105 105 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 16.245 79,871 143,498 /// ANALYSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O M. 85% R M 2,331 20,982 13.808 3,948 79,440 67,891 3,948 176722 121,973 T=C (Ibs) 381 621 2,973 Holddown Simp MST48 3,140 Ib T1 Simp MST48 3,140 Ib T Simp HD5A(4x) 4,010 Ib W 3 Story wall xls VanDorpe Chou Associates, Inc 11/2/1999 212PM KTGY1558 La Costa Glen ILU Page. THREE STORY OVERTURNING ANALYSIS I I I I I I I I I I I I I I Line Bldg A, Knuckle 2, Elevator Lobby Line 1 / G O M (GROSS OVERTURNING MOMENT) Joist Depth 10 Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 826 2226 3625 Plate Height h, (ft) 9 9 9 Wall Length I, (ft) 20 20 20 HD Offset I1, (in ) 20 50 70 Eff Arm (ft) 1983 1958 1942 COM (ft-lb) 14,868 56,313 125,273 // R M (RESISTING MOMENT) DL Element DL (psf) Level Roof Floor 3 Floor 2 Roof 16 Tn 16 - - Floor 25 b u t a ry - 6 6 Deck 45 Width (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 69,200 117,200 165,200 /// ANAL YSIS RESULTS Level Roof 3rd Floor 2nd Floor F, G O.M. 85% R M 1,652 14,868 58,820 2,800 56,313 99,620 2,798 125.273 140,420 T=C (Ibs) -2.216 -2.211 -780 Holddown No Holddowns w No Holddowns ^ No Holddowns v 3 Story wall xls VanDorpe Chou Associates, Inc 11/2/1999 215PM I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU THREE STORY OVERTURNING ANALYSIS Page. Line Bidg A, Knuckle 2, Elevator Lobby Line 2 / COM (GROSS OVERTURNING MOMENT) Joist Depth 10 Inches Level Roof 3rd Floor 2nd Floor Shear v, (plf) 1643 4426 7208 Plate Height h, (ft) 9 9 9 Wall Length "/ («) 17 17 17 H.D Offset l'i On ) 20 50 70 Eff Arm. (ft) 1683 1658 1642 COM (ft-Ib) 25,138 95,183 211,736 // R M (RESISTING MOMENT) DL Element DL (psf). Level Roof Floor 3 Floor 2 Roof 16 Tr 5 - - Floor 25 b u t a ry W - 5 5 Deck 45 dth (In - Wall 10 Feet) 9 9 9 Point Load (Ib) Resisting Moment (ft-lb) 24,565 55,633 86,700 /// ANAL YSIS RESUL TS Level Roof 3rd Floor 2nd Floor F, G O M 85% R M 2793 25,138 20.880 4,731 95,183 47,288 4,729 211,736 73,695 T=C (Ibs) 253 2,888 8,409 Holddown Simp MST48 3,140 Ib v Simp MST48 3,140 Ib T Simp HD 14A (6x) 13,380 Ib ^ 3 Story wall xls VanDorpe Chou Associates, Inc 11/2/1999 217PM I I I I I I I I us; ENTRY LOBBW LOUNGE 6UDC- A KNUCKU Z LOUNGE £fSf£Y LATERAL 5Y5T£M L/)V0Ut COSTA r^LEM IIU VGA ENGINEERS SHEET NO OF l/VTtyi 295-A Rampart Street CALCULATED BY^ •^ V^r I Orange, California 92868 714 978-9780 CHECKE°BY DATE- SCALE. A LOtW/lOWGt & 50"KNUCKL£ T/9T/L AftA: ?*** f|MC HALIUAYJ LIME ^TA X A^ PEMAMP A 1 i("*0(t5)--27o FRAME 1A Z PRODUCT ?W 1 (Single Sheets) 206 I (Padded) KTGY1558 La Costa Glen ILU Page Overturning - Panel @ Bldg A, Lounge/Lobby at Knuckle 2 Line A I I I I I I I I I I I I I I I I v = 506 plf L(i) = 160 ft h = 90 ft Tnb DL Arm M(R) — Roof 21 psf x 2 ft = 42 P'f x 76 0 '/ 2 = 54 ft-k • Wall 10 psf x 27 ft = 270 plf x 160 2 / 2 = 346 ft-k Floor 25 psf x 2 ft = 50 plf x 16 0 2 / 2 = 6 4 ft-k 46 3 ft-k MOT = 506 plf x 1600 ft x go ft = 729 ft-k Tup = { MOT - 067 x MR } / ( 160 ft - 033 ft) T = 2672 Ib Use MTT28B w/16d sinker 3800 Ib VCA Engineers KTGY1558 La Costa Glen ILU Page I Overturning - Panel @ Bldg A, Lounge/Lobby at Knuckle 2 Line B jj v = 506 plf I I I I ~*i I I I I 1 I I t I I I I L(i) = 160 ft h = 90 ft Tnb DL Arm M(R) Roof 21 psf x 2 ft = 42 pH x 160 ' / 2 = 54 ft-k Wall 10 psf x 27 ft = 270 plf x 160 2/2 = 346 ft-k Floor 25 psf x 10 ft = 250 plf x 160 2/2 = 320 ft-k 71 9 ft-k MOT = 506 plf x 1600 ft x 90 ft = 729 ft-k Tup = { M0T - 067 x MR } / ( 160 ft - 033 ft) T = 1577 Ib Use MTT28B w/16d sinker 380& Ib VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Overturning • Panel MOT ' up La Costa Glen ILU fi/dg Aj Lounge/Lobby at Knuckle 2 Line 2 v = 949 plf L(i) = 50 ft h = 90 ft Page Tnb DL Arm M(R) 00 ft-k 949 plf x 500 ft x 90 ft = { MOT - 067 x MR } / ( 50 ft - T = 9143 Ib Use Simp HD-WA 9540 Ib 42 7 ft-k 033 ft ) VCA Engineers JOB.LA COrTA G-LEN ILL) VGA ENGINEERS SHEET NO OF 295-A Rampart Street CALCULATED BY^£M£ Orange, California 92868 714978-9780 SCALE - UW/UHJNGE. e ?0°KNUCia£ UN IT*, SHEAR UAirZ" VERT: /.2 V + tl + Ul. fc ^ =**M-3SK I '-[30.5 (Hrf + 4 Y* V) *^«y )] fr s ;) - -jf. -fty (f.O UPLIFT". oivt].fitm--oW) + iQ(^-z j.tf k /«-- i 0.55li /if- 112 Pff - 7.052 -» USE HPIQA 0 <• (/.?; - / 0 (t. -fttt 'i z (005 DPLIPT- USE HPI/9A PRODUCT ?04 1 (Single Sheets') 205 11PatiaeO) I L VGA VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 JOB.C05TA IIU KT6YI556 SHEET NO .OF_ CALCULATED BY 5 M F~ CHECKED BY SCALE DATE. DATE. SPECIAL MOMENT K£5i5T!h& FRAME P£5IGN PROB Z-I02." J -13 B?" 3^i A* 179.,* 0445" b= ?7?5" ^0375 i, MIL) of PLA51IC HINC-C5 Yr'2Mf, Mr Mr Wx - F- Mf/Gl-t(') - IN wna 1-- 120 n <wjk -0175^010$ USE 3,i72i-''/iw'-ziilL 5itti km TU1E Pf^l6N • U5IM6 ;5' I I I I I I I I I I i I I I I I I 1 i Title Dsgnr Description Scope Date Job#.KTGY \S$8 Steel Column General Information Description Steel Section La Costa Glen ILU Special Moment Resisting Frame Worst Case Column - check for exception to 2213 7 5 W14X61 Fy Duration Factor 36 0 ksi 1 000 X-X Sidesway Y-Y Sidesway Sway Allowed Sway Allowed Column Height fa End Fixity | Live & Short Term 9000ft Fix-Fix Loads Combined) X-X Y-Y Unbraced Unbraced 9 9 000 000 ft ft Kxx Kyy 0 0 500 500 Loads Axial Load Dead Load 1010k Live Load 1010k Short Term Load 3 70 k Point lateral Loads PL Along Y-Y (strong axis moments) Along X-X ( y moments ) Ecc for X-X Axis Moments Ecc for Y-Y Axis Moments _5JL 5200k 0 500 m 0 500 in Height 9 000 -ft | Summary |t/M-~ 52/14 = •Column Design OK Section W14X61, Height = 9 OOftAxial Loads DL = 1010 LL = 1010 ST = 370k Ecc = 0 SOOinU Combined Stress Ratios pead Live PL + LL DL + Short AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0 028 0 028 0 055 0 065 Stresses Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F1-6] Fbxx Allow[F1-7]&[F1-8] fb xx Actual Fbyy Allow [F1-6] Fbxx Allow[F1-7]&[F1-8] fb yy Actual 20 47 ksi 0 56 ksi 23 76 ksi 23 76 ksi 0 00 ksi 27 00 ksi 27 00 ksi 0 00 ksi Live 20 47 ksi 0 56 ksi 23 76 ksi 23 76 ksi 0 00 ksi 27 00 ksi 27 00 ksi 0 00 ksi DL + LL 20 47 ksi 1 13 ksi 23 76 ksi 23 76 ksi 0 00 ksi 27 00 ksi 27 00 ksi 0 00 ksi DL + Short 20 47 ksi 1 34 ksi 23 76 ksi 23 76 ksi 0 00 ksi 27 00 ksi 27 00 ksi 0 00 ksi Analysis Values F'ex F'ey F'ex F'ey Max Max DL+LL DL+LL DL+LL+ST DL+LL+ST 1,831 306 1,831 306 ,009 ,122 ,009 ,122 X-X Axis Deflection Y-Y Axis Deflection psi psi PS! psi 0 000 in 0 000 in Cmx Cm y Cm x Cm y at at DL+LL DL+LL DL+LL+ST DL+LL+ST 0000 ft 0000 ft 0 0 0 0 85 85 85 85 Cbx Cby Cbx Cby DL+LL DL+LL DL+LL+ST DL+LL+ST 1 75 1 75 1 00 1 75 (c)1983-97 ENERCALC KW-060173.V502 1-Jun-1997 I I I I 1 I I I I I I I I I 1 I I I I Steel Title Dsgnr Description Scope Column Job* KT&r/552 Date 1 Section Properties Steel Section Depth Web Thick Width Flange Thick Area Misc W14X61 1389m 0 375 in 9 995 in 0 645 in 1790m2 2 700 in Weight Ixx lyy Sxx Syy r-xx r-yy 6080#/ft 640 00 m4 10700m4 92153m3 21 411in3 5979m 2445m 1 15 IE,WA5 USED, 5ATI5FYIN6 SECTION 2^/3 75 |5 (c)1983-97 ENERCALC KW-060173, V5 0 2, 1-Jun-1997