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HomeMy WebLinkAbout1950 SILVERLEAF CIR; STRUCT VOL 1; CB001506; Structural CalculationsI/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 I SUBMITTED TO Carlsbad, CA October 11,2000 KTGY 1558 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 I-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 I ij^^^^^^H VANDORPE CHOU ASSOCIATES, INC ^^Mf^^jA. Engineers and Code Consultants mr^^Jmm, 295 North Rampart Street, Suite A 1 1 Design Criteria Governing Code 1 • Jurisdiction 1 Seismic Zone Z 1 I R (Rw = R x 1 4) Ca Na • Basic Wind Speed (mph) Stagnation Pressure (psf) • Wind Exposure Soils Report By I Job Number Date | Soil Bearing Pressure (psf) Equivalent Fluid Pressure (pcf) M Lateral Bearing Pressure (pcf) Continuous Footings • Exterior ™ Interior • Isolated Footings Slab on Grade Project La Costa Glen ILU Job No KTGY1558 Date 12/14/1999 Designer 97UBC Carlsbad, CA 4 04 1 0 55 0 44 X Na 1 0 70 mph 126 psf Exp C Leighton and Associates 4960134-002 01/28/1999 2000 35 350 18"x24" w/ 2-#4T&B 18"x24" w/ 2-#4T&B 24" sq Mm x 24" D mm 4" t w/ #3 @ 18" O C E W at mid-height J| These calculation have been prepared for the purpose of showing compliance with Volume II of the Uniform Building Code Additional assumptions, analysis and judgements based upon the • knowledge and experience of the Engineer have been are not included in these documents 1 1 1 1 involved in the design of this project and I I I I I I I I I I I I I I I I I I I jj^HJI^HIH VANDORPE CHOU ASSOCIATES, INC ^^555^^3 Engineers and Code Consultants IF %^!^l 295 North Rampart Street, Suite A |H|mH| Orange, CA 92868 Gravity Loads Roof Live Load Dead Loads Roofing Sheathing Framing Drywall Misc Additional Roof DL Total Roof /Ceiling DL Floor Live Load Dead Loads Flooring Sheathing Joists Drywall Misc Additional Floor DL Total Exterior Wall Exterior Drywall Studs Drywall Misc Wall DL 20 0 psf 11 0 1 5 20 00 05 00 150 psf 21 0 psf 40 0 psf 130 25 35 25 35 00 25 0 psf 65 0 psf 90 00 20 30 1 0 150 psf Project Job No Date Designer Ceiling Live Load Dead Loads Framing Drywall Misc Additional Ceiling DL Deck / Corridor Live Load Dead Loads Flooring Sheathing Joists Drywall Misc Additional Total DL Total Interior Wall Drywall Studs Drywall Misc Wall DL La Costa Glen ILU /'/' KTGY1558 100 psf 20 30 1 0 00 60 psf Deck Corridor 600 1000 psf 350 130 25 25 35 35 25 25 1 5 35 00 00 45 0 25 0 psf 1050 1250 psf 30 20 30 20 100 psf I I I I I I I I I I I I I I I I I I I VANDORPE CHOU ASSOCIATES, INC Project La Costa Glen ILU Engineers and Code Consultants Job No KTGY1558 295 North Rampart Street, Suite A Date 12/14/1999 Orange, CA 92868 Designer Structural Materials Timber All timber shall be Douglas Fir Larch with a maximum moisture content of 19% Grading rules agency West Coast Lumber Inspection Bureau (WCLIB ) Sawn Lumber (DF-L) Fb* (psi) Fv* (psi) E* (psi) 2x Joists & Rafters (No 2) 875 95 1 6x10A6 4x Sawn Beams (No 2) 875 95 1 6x10A6 6x Sawn Beams (No 2) 875 85 1 3x10A6 4x Sawn Beams (No 1) 1000 95 1 7x10A6 6x Sawn Beams (No 1) 1350 85 1 6x10A6 Manufactured Products Glu-Lam 2400 165 1 8x10A6 Paralam PSL (NER-292) 2900 290 20x10A6 MicrollamLVL(NER-126) 2600 285 1 8x10A6 * Values may be adjusted according to UBC Chapter 23 Concrete Application Comp. Cylinder Strength @ 28 days Slab on grade 2500 psi Footings/Grade Beam 2500/3000 psi (*) (*) May be 2500 psi for wood framed buuildings 3 stoties or less Reinforcing SteeJ #5 and smaller reinforcing bars shall conform to A S T M A - 615-40 #6 and larger reinforcing bars shall conform to A S T M A - 615-60 Structural steel Description Specification Pipe ASTM A-53 Type E or S Grade B Tube ASTM A-500, Grade B All other shapes ASTM A-36 High strength bolts ASTM A-325 All other bolts ASTM A-307 Masonry All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90, Grade N-11) Masonry fm = 1500 psi Grout fg = 2000 psi I I I I I I I I i I I I I I I I I I I VANDORPE CHOU ASSOCIATES, INC Engineers and Code Consultants 295 North Rampart Street, Suite A Orange, CA 92868 Project Job No Date Designer La Costa Glen ILU KTGY1558 12/14/1999 Foundation Anchor Bolt Spacing (97 UBC - Zone 3&4) Concrete 2500 psi Mm Bolts A307, Mm Embedment per UBC Table 19-E For 1/2"A.g.w/2x or 3 x Sill Plate Bolt to Concrete w/half of the req'd mm edge distance (1-1/2") [Table 19-E] 50% x 1250 Ib x 1 33 = 831 Ib/bolt (gov.) Bolt to sill plate ( 50% double shear w/ 2 x plate thickness) [ Table 23-l-F] 50 % x 1430 Ib x 1 33 = 951 Ib/bolt For 5/8" A.B. w/2* or 3 x Sill Plate Bolt to Concrete w/half of the req'd mm edge distance (1-7/8") [ Table 19-E ] 50 % x 2750 Ib x 1 33 = 1828 Ib/bolt Bolt to sill plate ( 50% double shear w/ 2 x plate thickness) [ Table 23-l-F] 50 % x 2215 Ib x 1 33 = 1473 Ib/bolt (gov.) For 3/4" A.B. w/ 3 x Sill Plate Bolt to Concrete w/half of the req'd mm edge distance ( 2-1/4") [ Table 19-E ] 50 %x 3250 Ib x 1 33 = 2161 Ib/bolt Bolt to 3 x sill plate ( 50% double shear w/ 2 x plate thickness) [ Table 23-l-F] 50 % x 3220 Ib x1 33= 2141 Ib/bolt (gov.) For 7/8" A.B. w/ 3 x Sill Plate Bolt to Concrete w/half of the req'd mm edge distance ( 2-5/8") [ Table 19-E ] 50 % x 3700 Ib x 1 33 = 2460 Ib/bolt (gov.) Bolt to 3 x sill plate ( 50% double shear w/ 2 x plate thickness) [ Table 23-l-F] 50 % x 4340 Ib x 1 33 = 2886 Ib/bolt Cap = 260 plf 5/8 AB Spacing = (1470 lb'bo'v 260p")x 12' = 67" Use 5/8" AB @32"oc Cap = 350 plf 5/8" AB Spacing = (1470 IWb°"/ 350p")x 12" = 50" Use 5/8" A B @ 32" o c Cap = 490 plf 5/8" AB Spacing = (1470lb/bol! / 490p")x 12" = 36" Use 5/8- AB @24"oc Gap = 980 plf 5/8" AB Spacing = (1473ib'b0lt/ 980p")x 12" = 18" Use 5/8" or 3/4" A B @16"oc Cap = 640 plf 5/8" AB Spacing = (1473 lb/b°"/ 640p'f)x 12" = 27" 3/4' AB Spacing = (2140 lb'b°'1/ 640p")x 12" = 40" Use 5/8' AB @24"oc or 3/4"AB @32"oc Cap = 1280 plf 5/8' AB Spacing = (1473 lb'b°" /1290p")x 12" =137 3/4 AB Spacing = (2141 lt"lx"'/ 1290p")x 12' = 20" Use 5/8" A B @12"oc or 3/4'A B @ 6"oc Cap = 870 plf 5/8 AB Spacing = (1473 Ib''b0't / 870P'f)x 12" = 20" 3/4 AB Spacing = (2141 'b/b0'1/ 870P")x 12" = 30" Use 5/8 AB @16"oc or 3/4" A B @30"oc Cap = 1540 plf 5/8 AB Spacing = (1473 lb/b°"/ 1740 p") < 12" = 10" 3/4' AB Spacing = (2141 lb/bo" / 1740 P") < 12" = 147" 7/8 AB Spacing = (2460 lb/b°"/1740 p")>- 12" = 169" Use 5/8" A B Use 7/8 AB 8"o c or WA B 16" oc 12'oc or 1 1 1 jjHIHjjj^l VANDORPE CHOU ASSOCIATES, INC • Mf^ ^jt\ Engineers and Code Consultants IF \iff^l 295 North Rampart Street, Suite A •••••j Orange, CA 92868 Shear Wall Schedule No Construction /i\ 1/2" Unblocked Gyp Board 1 w/ 5d Cooler Nails @ 7" o c Edges and Field /S\ 1/2" Unblocked Gyp Board w/ 5d Cooler Nails @ 4" o c Edges and Reid I /3\ 1/2" Blocked Gyp Board 1 1 1 w/ 5d Cooler Nails @ 4" o c Edges and Field ,/4\ 5/8" Unblocked Gyp Board w/ 6d Cooler Nails @ 7" o c Edges and Reid /5\ 5/8" Unblocked Gyp Board w/ 6d Cooler Nails @ 4" o c Edges and Field /7\ 5/8" Blocked Gyp Board w/ 6d Cooler Nails @: 4" o c Edges and Field 1 /7\ 7/8" Exterior Stucco ( 3 Coats) 1 1 1 1 1 1 1 1 1 w/16ga Staple® 6"oc ©Supports /a\ One Coat Stucco of Monsanto Board <ICBO#3335) w/ 1 6 ga Staple @ 6" o c @ Supports /9\ 3/8" C-D Structural Sheathing w/8d Nails @ 6"oc @ Edges & 12" oc field /Mtf\ 3/8" C-D Structural Sheathing w/8d Nails @ 4"oc @£dges&12"oc field /ii\ 3/8" C-D Structural Sheathing w/8d Nails @ 3"oc @ Edges & 12" o c field /U\ 3/8" C-D Structural Sheathing w/8d Nails @ 2"oc @£dges&12"oc field Xi3\ 15/32" Strct I Sheathing w/10d Nails @ 2"oc @Edges&12"oc field Side(s) 1 2 1 2 1 2 1 2 1 2 1 2 1 1 1 2 1 2 1 2 1 2 1 2 (97 UBC - Value 50 Ib/ft 100 Ib/ft 62 Ib/ft 125 Ib/ft 75 Ib/ft 150 Ib/ft 57 to/ft 11 5 Ib/ft 73 Ib/ft 145 Ib/ft 87 ib/ft 175 Ib/ft 180 Ib/ft 170 Ib/ft 260 Ib/ft 520 Ib/ft 350 Ib/ft 760 Ib/ft 490 Ib/ft 980 Ib/ft 640 Ib/ft 1280 Ib/ft 770 Ib/ft 1540 Ib/ft Project Job No Date Designer vLa Costa Glen ILU KTGY1558 12/14/1999 Zone 3 & 4) Shear Naiing f (Alt )Shear Connector 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 16d @ 2 - 16d 16d @ 2-16d 16" oc 1 6" o c 16"oc 12" oc 16" oc 10" oc 16" oc 16" oc 16" oc 10" oc 16" oc 8"oc 8"oc 8"oc 6"oc 3"oc 4"oc 2"oc 3 5" o c 1 75" o c 2 5" o c @ 2 5" o c 2" o c @ 2" o c A 35 @ 48" o c A 35 @ 48" o c A 35 @ 48"oc A 35 @ 48"oc A 35 @ 48" o c A 35 @ 32" o c A 35 @ 48"oc A 35 @ 48" oc A 35 @ 48" oc A 35 @ 32" oc A 35 @ 48"o c A 35 @ 32" oc A 35 @ 32" o c A 35 @ 32"oc A 35 @ 24" o c A 35 @ 12" oc A 35 @ 12"oc A 35 @ 8"cc A 35 @ 10" oc A 35 @ 6" o c A 35 @ &" o c 2 - A 35 @ 8" o c A 35 @ 7 5" o c 2 - A 35 @ 7 5" o c Vertical Roof Framing I/G/I VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714978-9780 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. Uhllf^M. LEAP 20) - = 57 1CCUC' 204 I iSinjlt SMISI 2C': I i. V3 Building A \XCT^ *J %i--~l& * 4- , Av\ Area A Mt> I I I I I I I I I I 1 I I I I I I I I I I KTGY1558 Bldg. A - Area A - Roof Header 1 Tributary Area Uniform Load Reaction Deflection La Costa Glen O&2JIU& W=642 plf in iifmnmnimnii ni L = 3 ft Roof Wall R(DL) = 453 Ib R(TL) = 963 Ib A = 3 ft x DL ( 160 ( 150 R(DL) = 453 Ib R(TL) = 963 Ib 170 ft 51 sqft LL Tnb + 20 )psf x ( 170 ) ft = 302 Ib/ft RDL = 453 Ib Select 4x6 DF#2 )psf x ( 20 ) ft = 612 30 Ib/ft Ib/ft 642 Ib/ft RTL = 963 Ib Fv = £ = 875 psi 95 psi 16 X1°6 PSI A = Sx = 193 18 49 in sin in CD = 1 25 CF= 130 = (3/2)(WxL/2 - Wxd)/(CDxFv) = 84 Sreq = W x L2 x 12 / (8 x Fbx CD x CF ) = 'req 5 W x L4 x 1728x 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x L 3 in"(LL) 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 963 Ib / 625 psi (Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w/2 x Trimmer @ Support VCA Engineers Page I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg A - Area A - Roof Header 2 La Costa Glen (W2) Point Load Reaction Max M&V Design Deflection Bearing Area P =3024 Ib W1 =66 plf W2 =66 plf %. L1 = 05 ft—»| L = 25 ft R1 =2501 Ib R2 =687 Ib Roof Wall W1DL = Roof Wall WZDL = ( ( (( DL 160 150 46 160 150 46 LL + 20 Ibfft + 20 Ibfft ) ) psf x psf x (( 10 20 ) ) ft = ft = W1TL = ;; psf x psf x (( 10 20 ) ) V ft = ft = V'^TL = 36 30 66 36 30 66 Ibfft Ibfft Ibfft Ibfft Ibfft Ibfft " 20 ) psf x ( 60 140 ) ft2 rDL - R1 = 1344 2502 1133 Ib Ib Ib (DL) 'TL = R2 = 687 326 3024 Ib Ib Ib (DL) X = L1 = 05 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 1243 ft-lb Max V = R1 - (W1 x d/12 ) = 2440 Ib Select 4 x 12 DF#2 CD= 125 CF =110 Page Fb = Fv = E = " req ~ Sreq = 'req ~ DefTL = Ap = ! Use 875 A = 394 95 Sx = 74 16 x 10° lx = 415 (3/2) x V/(FV x CD) = 308 '"2 M x 12 /(Fb x CD x CF ) = 12 m3 ( For L/240 ) 7 m4 000 " DefDL = 000 " 2501 Ib / 625 psi = 4 sq in ( Where Fp = 625 psi ) 4 x 12 DF#2 w/ 2-2xStud @ Support VGA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Page Bldg. A - Area A - Roof Header 3 Tributary Area Uniform Load Reaction Deflection W=642 plf L = 8 ft R(DL) = 1208 Ib R(TL) = 2568 Ib A = 8 ft x DL Roof ( 160 Wall ( 150 R(DL) = 1208 Ib R(TL) = 2568 Ib 170 ft 136 sqft WDL = 302 Ib/ft = 1208 Ib Select 4 x 12 DF#2 LL Tnb + 20 )psf x ( 170 ) ft )psf x (20 ) ft 612 30 Ib/ft Ib/ft WTL = 642 Ib/ft RTL = 2568 Ib Fv - 875 psi 95 psi 16 x 10<> PSI CD = 1 25 A = 394 m Sx = 74 mS lx = 415 m4 CF = 1 10 >req 'req = (3/2)(WxL/2 - Wxd)/(CDxFv) = 248 '"' = W x L2 x 12 / (8 x Fbx CD x CF ) = 51 m* W x L4 x 1728 384 £ X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x lx 92 In 65 m'(LL) 009 " (TL) 004 " (DL) Req'd Bearing Area Ap = 2568 Ib / 625 psi = 4 sq in (Where Fp = 625 psi ) Use 4 x 12 DF#2 w/ 2-2xStud @ Support VGA Engineers I I I KTGY1558 La Costa Glen I I I I I I I I I I I Bldg.A - Area A - Roof Tributary Area Uniform Load Reaction Deflection W=642 plf L = 10 ft R(DL) = 1510 Ib R(TL) = 3210 Ib A = 10 ft X 170 ft R(DL) = 1510 Ib R(TL) = 3210 Ib 170 sqft DL Roof ( 160 Wall c 150 LL Tnb + 20 )psf x ( 170 ) ft )psf x ( 20 ) ft 612 30 Ib/ft Ib/ft WDL = 302 Ib/ft RDL = 1510 Ib Select 3.5 x 95 PSL/GL-30F Fb 2800 psi Fv = 285 psi E = 20 *10e psi CD = 1 25 642 Ib/ft = 3210 Ib A = 333 m Sx = 53 '" lx = 250 m4 CF= 100 Areq = (3/2)(WxL/2 - Wxd )/(CDx Fv) = 114 >req •req = W x L2 x 12 / (8 x Fbx CD x CF ) =28 W x L4 x 1728 384 £ X L/240 (E x L/360 for LL) 5 W x L" x 1728 Def = x 384 E x L 144 <n 102 in4 (LL) 029 " (TL) 0 14 " (DL) Req'd Bearing Area Ap = 3210 Ib / 650 psi = 4 sq in (Where Fp = 650 psi ) Page V/0 I I I \ Use 3.5 x 95 PSL/GL-30F w/2-2xStud Support VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg.f\ - Area A - RoofBBW 5 La Costa Glen Tributary Area Uniform Load Reaction Deflection W=624 plf L = 12 ft R(DL) = 1764 Ib R(TL) = 3744 Ib A = 12 ft x 165 ft R(DL) = 1764 Ib R(TL) = 3744 Ib 198 sqft Roof Wall DL ( 160 ( 150 LL + 20 )psf )psf X X Tnb ( 165 ( 20 ) ) ft = ft = 594 30 Ib/ft Ib/ft = 294 Ib/ft = 1764 Ib 624 Ib/ft RTL = 3744 Ib Select 35 x 11875 PSL/GL-30F A = 416 in2 E = 20 X10° PSI CD = 1 25 Ft, 2800 psi FV = 285 psi 82 m 488 m4 CF= 100 = (3/2)(WxL/2 - Wxd )/(CDx Fv) = 132 = W x L2 x 12 / (8 x Fbx CD x CF ) =39 W x L4 x 1728 'rag 384 £ X L/240 (E x L/360 for O.) 5 W x L4 x 1728 Def = x 384 Ex/, 243 '" 171 m"(LL) 030 " (TL) 014 " (DL) Req'd Bearing Area Ap = 3744 Ib / 650 psi = 5 sq in (Where Fp = 650 psi ) Use 3.5 x 11875 PSL / GL-30F w/ 2 - 2 x Stud Support VGA Engineers Page AreaB I I V/3 I I I I I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg. /* - Area B - Roof Header 1 Tributary Area Uniform Load Reaction W=606 plf L = 8 ft R(DL) = 1144 Ib R(TL) - 2424 Ib A = 8 ft x DL R(DL) = 1144 Ib R(TL) = 2424 Ib 160 ft LL 128 sqft Tnb Roof C 760 + 20 )psf x ( 160 ) ft = 576 Ib/ft Wall ( 150 Jpsf x ( 20 ) ft =_ 30 Ib/ft "W7T=~ "606 Ib/ftWDL = 286 Ib/ft RDL = 1144 Ib Select 4 x 10 DF#2 RTL = 2424 Ib Fb F, 875 psi 95 psi E = 16 x10 PSI CD = 1 25 A = 324 in Sx = 50 '" /x = 231 m4 CF = 1 20 Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = 247 Sreg = W x L2 x 12 / (8 x Fb x CD x CF 'req 5 W x L4 x 1728 384 £ X L/240 (E x L/360 for LL) W x L4 x 1728 Deflection Req'd Bearing Area 384 E x I, 44 87 m 62 in'(LL) 0 15 " (TL) 007 " (DL) Ap = 2424 Ib / 625 psi = 3 sq in (Where Fp = 625 psi ) Use 4 x 10 DF#2 w/2 x Trimmer @ Support Page VGA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg. ft - Area B - Roof '&FAM 2 Tributary Area Uniform Load Reaction Deflection W=174 plf L = 6 ft Roof Wall R(DL) = 282 Ib R(TL) = 522 Ib A = 6 ft X DL ( 160 ( 150 R(DL) = 282 Ib R(TL) = 522 Ib 40 ft 24 sqft LL Tnb + 20 )psf x ( 40 ) ft )psf x ( 20 ) ft 144 30 Ib/ft Ib/ft 94 IbM = 282 Ib Select 4x6 DF#2 174 Ib/ft = 522 Ib Fv = E = 875 psi 95 psi 16 x106 psi A = CD = 1 25 793 18 49 CF= 130 in ,n3 in Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = Smq = W x L2 x 12 / (8 x Fbx CD x CF ) = 56 W x L4 x 1728 •req 11 384 £ X L/240 (E x L/360 for LL)9 m'(LL) 5 W x L4 x 1728 Def = x 384 E x L 007 004 (TL) (DL) Req'ti Bearing Area Ap = 522 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in Use 4x6 DF#2 w/2 x Trimmer @ Support VGA Engineers Page V/5 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg.A-AreaB-Roof8EAM 3 Tributary Area Uniform Load Reaction Deflection W = 120 plf L = 5 ft R(DL) = 175 Ib R(TL) = 300 Ib A = 5 ft X DL Roof ( 160 Wall ( 15 0 R(DL) = 175 Ib R(TL) = 300 Ib 25 ft 13 sqft WDL = 70 Ib/ft' LL Tnb + 20 )psf x (25 ) ft = )psf x ( 20 ) ft = 90 30 Ib/ft Ib/ft RDL ~175 Ib WTL = 120 Ib/ft RTL = 300 Ib Select 4x4 DF#2 E = CD= 875 psi 95 psi 16 x1°e f>si 1 25 A = 123 >ns Sx= 7 "i lx = 13 <"4 CF= 150 A,eq = (3/2)(WxL/2 - Wxd )/(CDx Fv) = S,*, = W x L2 x 12 / (8 x Fbx CD x CF ) = 33 in W x L4 x 1728 'nq 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x lx 4 in 4 m'(LL) 008 " (TL) 005 " (DL) Req'd Bearing Area Ap = 300 Ib / 625 psi = 0 sq in (Where Fp = 625 psi ) \ Use 4x4 DF#2 w/ 2-2xStud @ Support VCA Engineers Page I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg. A - Area B - Roof Header 4 Tributary Area Uniform Load Reaction Deflection W=840 plf L = 3 ft R(DL) = 585 Ib R(TL) = 1260 Ib A = 3 ft X DL Roof ( 160 Wall ( 150 R(DL) = 585 Ib R(TL) = 1260 Ib 225 ft 68 sqft u. Tnb + 20 )psf x ( 225 ) ft )psf x ( 20 ) ft 810 30 Ib/ft Ib/K ~W^T = 390 Ib/ft RDL = 585 Ib Select 4x8 DF#2 Fb 875 psi Fv - 95 psi E = 16 x1°S PSI CD = 1 25 WrL = 840 Ib/ft RTL = 1260 Ib A = 254 in' Sx = 31 m3 lx = 111 m4 CF= 130 Amq = (3/2)(WxL/2 - Wxd)/(CDxFv) = Sreq = W x L2 x 12 / (8 x Fbx CD x CF ) = 95 'req 5 W x L4 x 1728 .,— — „,_ \f _ ,, - rmrmrTT - - - 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x L 6 m 4 m*(LL) 001 " (TL) 000 • (DL) Req'd Bearing Area Ap = 1260 Ib / 625 psi = 2 sq in (Where Fp = 625 psi ) Use 4x8 DF#2 w/ 2-2xStud Support VCA Engineers Page \/// I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg A - Area B - Roof Header 5 La Costa Glen (W2) Point Load Reaction Max M&V Design Deflection Bearing Area P - 3456 Ib W1 =678 plf '<= L1 = 2 ft W2 =246 plf L = 7 ft R1 =4070 Ib R2=1971 Ib DL LL Roof (160 + 20 ) psf x ( 180 ) ft = 648 Ib/ft Wall (__jf50 ) psf x ( 20 ) ft = 30 Ib/ft W1DL = 318 Ib/ft JVfTT^ 678 Ib/ft Roof (160 + 20 ) psf x ( 60 ) ft = 216 Ib/ft Wall (150 ) psf x ( 2 0 ) ft = 30 Ib/ft W2DL =126 Ib/ft W2TL = 246 Ib/ft _P_= _( 16 + 20 ) psf x ( 160 x _ 60 ; J = 7536 Ib f-n. = " 3456 Ib R1 = 4070 Ib 1867 Ib (DL) R2 =1972 Ib 935 Ib (DL) X = L1 = 20 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 6784 ft-lb Max V = R1 - (W1 x d/12 ) = 3533 Ib Page Select 3.5 x 95 PSL/GL-30F CD = 1 25 Fb = 2800 Fv = 285 E = 20 x 10e A^ = (3/2) x V/(FV x CD) = Sre, = MX 12/(Fbx CD x CF; = Ireq = ( For L / 240 ) Def-n = 011 " DefDL = Ap = 4070 Ib / 650 psi = ( Where Fp = 650 psi ) Use 3.5 x 95 PSL/GL-30F CF = 100 A = 333 Sx = 53 /x = 250 149 m* ?•» in^\j 80 '"" 005 " 6 sq in i w/ 2-2xStud @ Support ! VCA Engineers V/7 AreaC I I I I I I I I I I I I I I I I I I I I I I KTGY1558 B/dg. A - Area C - Roof La Costa Glen Page Tributary Area Uniform Load Reaction Deflection IV =642 plf L = 12 ft R(DL) = 1812 Ib R(TL) = 3852 Ib A = 12 ft x 170 ft R(DL) = 1812 Ib R(TL) = 3852 Ib 204 sqft DL LL Tnb Roof (160 +20 )psf x ( 170 ) ft = Wall ( 150 )psf x ( 20 ) ft = 612 Ib/ft 30 Ib/ft WDL = 302 Ib/ft RDL = 1812 Ib WTL = 642 Ib/ft RTL = 3852 Ib Select 35 x 11875 PSL/GL-30F A = 416 m\ Sx E = 20 X10° Ps> lx CD = 125 C 2800 psi = 285 psi 82 488 100 A,eQ = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 135 "> Sre, = W x L2 x 12 / (8 x Fhx Co x CF •req 5 W x L4 x 1728x 384 £ X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x I, 40 250 >n 176 in'(LL) 031 " (TL) 014 • (DL) Req'd Bearing Area Ap = 3852 Ib / 650 psi = 5 sq in (Where Fp = 650 psi ) \ Use 35 x 11875 PSL / GL-30F w / 2 • 2 x Stud Support VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg. A - Area C - Roof Header 2 La Costa Glen Tributary Area Uniform Load Reaction Deflection W=282plf L = 6 ft Roof Wall R(DL) = 426 Ib R(TL) = 846 Ib A = 6 ft X DL ( 160 ( 150 R(DL) = 426 Ib R(TL) - 846 Ib 70 ft 42 sqft LL Tnb + 20 )psf x ( 70 ) ft = )psf x ( 20 ) ft = 252 30 Ib/ft Ib/ft = 142 Ib/ft RDL = 426 Ib Select 4 x 10 DF#2 Fb 875 psi Fv - 95 ps; 282 Ib/ft RTL = 846 Ib 6 x 10* psi CD = 1 25 A = 324 m Sx = 50 I" lx = 231 m4 CF= 120 Veq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 79 In Sreq = W x L2 x 12 / (8 x Fbx CD x CF ) =12 'req 5 W x L4 x 1728 .„ V i»»-»n-n-ii _ .-M-.--J I 384 £ X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Del = x 384 £ x L 17 13 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 846 Ib / 625 psi (Where Fp = 625 psi ) = 1 sq in Use 4 x 10 DF#2 w/ 2x Trimmer Support VCA Engineers Page V23 AreaD I I I I I I I I I I I I I I I I •I AREAE AHEAD • ^^ <C I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg A - Area D - Roof Header 1 (W2) Point Load Reaction Max M&V Design Deflection Bearing Area La Costa Glen P =4032 to W1 -0 plf Y W2 =0 plf L1 = 05 ft-^l L = 2 ft R1 =3024 to DL R2 =1008 to LL WloL W*DL = P = ( VDL = 0 0 16 1792 Ib/ft Ib/ft + 20 Ib W1TL = W2TL = ) psf x ( 160 x PTL ~ 0 0 70 4032 Ib/ft Ib/ft ) ft2 Ib R1 = 3024 Ib 1344 Ib (DL) R2 = 1008 Ib 448 II) (DL) X = L1 = 05 ft (Measured from R1) MaxM = R1 x L1 = 1512 ft-lb Max V = R1 = 3024 Ib Select 6 x 12 DF#2 CD = 1 25 CF = 100 p . S Fy = E = Argq — Sre, = /», = Defn. = X\p = Use 875 85 13 x 10s (3/2) x V/(FV x CD) = M x 12/(Fbx CD x CF ) = ( For L/240 ) 000 " DefDL = 3024 Ib / 625 psi = ( Where Fp = 625 psi ) 6 x 12 DF#2 A - 633 Sx = 121 /x = 697 42 7 m2 17 I"3 7 m4 000 " 5 sq in w/ 2-2xStud @ Suppor Page VGA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg. A - Area D - Roof Header 2 (W2) Point Load Reaction Max M&V Design La Costa Glen P = 1152 Ib W1 =210 plf 4 W2 =372 plf L1 = 3 ft >| L = 6 ft R1 =1327 Ib R2 =1570 Ib Roof Wall DL LL (160 + 20 ) psf x ( 50 ) ft = 180 Ib/ft (150 ) psf x ( 20 ) ft = 30 Ib/ft 110 Ib/ft 210 Ib/ft Roof Wall (160 + 20 ) psf x ( 95 ) ft = 342 Ib/ft (150 ) psf x ( 20 ) ft = 30 Ib/ft '182 Ib/ft P = ( 16 + 20 ) psf x ( 80 372 Ib/ft 40 ) ft2 POL = R1 = 512 Ib 1328 Ib 640 Ib (DL) PTL = 1152 Ib R2 = 1571 Ib 748 Ib (DL) X = L1 = 30 ft (Measured from R1) Max M = R1 x X - W1 x X("2)/2 = 3038 ft-lb Max V = R2 - (W2 x d/12 ) = 7284 * Select 4 x 10 1 25 DF#2 CF =1 20 Page Ft, = 875 Fv = 95 E = 16 x 10s A^, = (3/2) x V/(FV x CD) = Sreq = M x 12/(Fbx CD x CF ) = 1^ = ( For L / 240 ) Deflection DefTL = 005 " DefDL = Bearing Area Ap = 1570 Ib / 625 psi = C Where Fp = 625 psi ) Use 4 x 10 DF#2 A = 324 Sx = 50 /x = 231 16 2 m2 28 I"3 35 m4 002 " 3 sq in w/ 2 x Trimmer @ Support VCA Engineers I I i I I I I I I I I I I I I I I I I KTGY1558 Bldg. A - Area D - Roof Header 3 La Costa Glen (W2) Point Load Reaction Max M&V P = 1080 Ib W1 =462 plf W2 =462 ptf ^— L1 = 2 ft — {< L = 3 ft | R1 =1053 Ib R2 =1413 Ib Roof Wall DL LL (160 + 20 ) psf x ( 120 ) ft = 432 ( 150 ) psf x ( 20 ) ft = 30 Ib/ft W1TL = 462 Ib/ftWr^ = 222 Ib/ft Roof (160 + 20 ) psf x ( 120 ) ft = 432 Ib/ft Wall (150 ) psf x ( 20 ) ft = 30 Ib/ft ^T^ ^222 IB/ft P = ( 16 + 20 ) psf x ( 50 = 480 Ib 462 Ib/ft 60 ) ft2 R1 =7053 Ib 493 Ib (DL) R2 = ~Prn. = 7080 1413 Ib 653 Ib (DL) X = L1 = 20 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 1182 ft-lb Max V = R2 - (W2 x d/12 ) = 1057 Ib VCA Engineers Page Design Deflection Bearing Area Select 4 x 10 DF#2 CD = 1 25 Fb = 875 Fv = 95 E = 16 x 10" Anq = (3/2) x V/(FV x CD) = Sreq = M x 12/(Fb x CD x CF ) = 1™, = ( For L/240 ) Def-TL = 000 " DefDL = Ap = 1413 Ib / 625 psi = ( Where Fp = 625 psi ) Use 4 x 10 DF#2 CF = 120 A = 324 Sx = 50 /x = 231 134 I"2 11 '"3 7 '"4 000 " 2 sq in iv / 2 x Trimmer @ Support \ I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg. A - Area D - Roof Header 4 La Costa Glen Tributary Area Uniform Load Reaction Deflection W=300 plf L = 5 ft R(DL) = 375 to R(TL) = 750 to A = 5 ft x DL Roof ( 160 Wall ( 150 R(DL) = 375 to R(TL) = 750 to 75 ft 38 sqft DL _ = 150' Ib/ft LL Tnb + 20 )psf x ( 75 ) ft )psf x ( 20 ) ft 270 30 Ib/ft Ib/ft RDL = 375 Ib Select 4x6 DF#2 Fb 875 psi FV ~ 95 psi x10e psi CD = 1 25 300 Ib/ft RTL = 750 Ib A = 193 m\ Sx = 18 in" lx = 49 m4 CF= 130 Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = 77 SreQ = W x L2 x 12 / (8 x Fb x CD x CF ) = 8 ' req 5 W x L" x 1728 _____ V ^Tm jm.r^.T. ij.-!!-••11 384 £ X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Del = x 384 Ex/, 8 in'(LL) 005 " (TL) 003 ' (DL) Req'd Bearing Area Ap = 750 Ib / 625 psi (Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w/ 2 x Trimmer Support VGA Engineers Page I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg. k - Area D - Roof Header 5 Tributary Area Uniform Load Reaction Deflection W=1146 plf L = 35 ft R(DL) = 920 Ib R(TL) = 2005 Ib A = 35 ft x 310 ft R(DL) = 920 Ib R(TL) = 2005 Ib 109 sqft DL LL Tnb Roof (160 + 20 )psf x ( 310 ) ft = 1116 Ib/ft Wall ( 150 _ )psf x ( 20 ) ft = 30 Ib/ft Tv^T= 526 Ib/ft RDL = 921 Ib Select 4x8 DF#2 Fb 875 psi FV = 95 psi E = 16 x1°S PSI CD = 1 25 = 1146 Ib/ft RTL = 2006 Ib A = 254 in 31 "i3 111 m* Sx = CF = 1 30 = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 166 In S«, = W x L2 x 12 / (8 x Fbx CD x CF ) =15 'req 5 W x L4 x 1728 ^fi \S mmm^m~__ - -!„„„, -. 384 £ X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 £ x L 14 m 10 m4(LL) 002 " (TL) 001 • (DL) Req'd Bearing Area Ap = 2005 Ib / 625 psi = 3 sq in (Where Fp = 625 psi ) Use 4x8 DF#2 w/2 x Trimmer @ Support VCA Engineers Page AreaE 1 1 1 1 1 1 1 1 s-r~ i i i i i i i i •*• iscc -e LLJ 55cc ^ . V >1^ LU % -£ u_ 55cc )- -' V3/ I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg. 2 - Area E - Roof Header 1 La Costa Glen Page Tributary Area Uniform Load Reaction Deflection W=732plf1 II 1 IlllllllllllllllllllllllllL1 R(DL) = R(TL) = A = Roof ( Wall ( WDL = RDL = Select Fb Fv = E = CD = L - 3 ft 513 Ib 1098 Ib 3 ft x 195 ft DL LL 160 +20 )psf x 150 )psf x 342 Ib/ft 513 Ib 4x6 DF#2 875 psi 95 ps; 1 6 x106 psi 125 ,t I R(DL) = 513 Ib R(TL) = 1098 Ib 59 sqft Tnb ( 195 ) ft = 702 ( 20 ) ft = 30 WTL = 732 RTL = 1098 A = 193 m2 3 Sx = 18 m lx = 49 m4 CF= 130 Ib/ft Ib/ft Ib/ft Ib Areq = (3/2)(WxL/2 - Wxd )/(CDx Fv) =96 = W x L2 x 12 / (8 x Fb x CD x CF ) = 7 'n' 5 W x L4 x 1728 ,,__., V — ujj... . _j__,ammm-mn , jij.r-.-r- 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 Def = x 384 E x L 6 In 4 in'(LL) 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 1098 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w/2x Trimmer @ Support VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg. £ - Area E - Roof Header 2 (W2) Point Load Reaction Max M&V Design Deflection Bearing Area La Costa Glen P = 7008 to W1 =30 plf I W2 =30 plf L1 = 05 ft—>f L = 2 ft R1 =786 to R2 =282 to Wall DL ( 150 LL WTDL = so Wall ( 15 0 30 Ib/ft P = ( 16 + 20 ) psf x ( 140 ) psf x ( 20 ) ft = 30 Ib/ft W1TL =" 30 ~ Ib/ft ) psf x ( 20 ) ft = 30 Ib/ft WZTL = 30 Jb/fT 20 ) ft2 HDL = R1 = 448 786 366 Ib Ib Ib (DL) VTL = R2 = 282 142 7008 to to Ib (DL) X = L1 = 05 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 389 ft-lb Max V = R1 - (W1 x d/12 ) = 768 Ib Select 4x8 CD = 1 25 DF#2 CF = 130 VGA Engineers Page F h = Fv = E = Ar^ = Sre, = 're, = DefjL = Ap = Use 875 A - 254 95 Sx = 31 16 x 10° >x= 111 (3/2) x V/(FV x CD) = 97 '"* M x 12/(Fbx CD x CF ) = 3 '"3 C For L/240 ) 1 '"' 000 " DefDL = 000 " 786 Ib / 625 psi = 1 sq in ( Where Fp = 625 psi ) 4x8 DF#2 w/ 2 x Trimmer @ Support j AreaF I I I I I I I I I I I I I I I I I I I Vtf OD ZZ\i. .f=--. ClA 0==d <.\ ^_> C> OS <^S" CQ IS QC I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen Bldg A - Area F - Roof Tributary Area Uniform Load Reaction Deflection W=642 plf L = 12 ft •I R(DL) = 1812 Ib R(TL) = 3852 Ib A = 12 ft X 170 ft R(DL) = 1812 Ib R(TL) = 3852 Ib 204 sqft DL LL Tnb Roof (160 + 20 )psf x ( 170 ) ft = 612 Ib/ft Wall (150 _ )psf x ( 20 ) ft = 30 Ib/ft"V^oT=302 Ib/ft RDL = 1812 Ib Select 35 x 9.5 PSL/GL-30F Fb 2800 psi Fv = 285 ps; E = 20 x1°e PSI CD= 125 WTL = " 642 Ib/ft RTL = 3852 Ib A = 333 Sx = 53 'x = 250 CF= 100 = (3/2)(WxL/2 - Wxd)/(CDxFv) = 14 1 Sreq = W x L2 x 12 / (8 x Fbx CD x CF ) =40 'req 5 W X L" X 1728 X 384 £ X L/240 (E x L/360 for LL) 250 >n 176 m4(LL) 5 W x L4 x 1728 Def = x 384 E x lx 060 028 (TL) (DL) Req'd Bearing Area Ap = 3852 Ib / 650 psi = 5 sq in ( Where Fp = 650 psi ) Use 35 x 95 PSL/GL-30F w/2-2xStud Support VCA Engineers \/37 Floor Framing KTGY1558 VGA Page I Typ Deck Joist • L = 80 ft S = 16 "oc WDL = 450 psfx(S/12) = 60 Ib/ft • WLL = 600 psf x (S/12) = 80 Ib/ft I I I I I I I I I I I I I I WTL = 140 Ib/ft Design Select 2x8 D F #2 F6 = 875 psi A = 109 in* F, = 95 pst Sx =. 13 tfi* £ - 16 x10* psi ix - 48 in4 CD f 100 Cf = 1,2 CD A = 1 5x(140plf x8/2 - 140plf X725/12)/(1 x95 ) = 75 CD CFI~u " i- S = 140 plf x 8 A2 x 12 / (1 x 8 x 875 x 1 2 x 1 15 ) = 11 mj 5 W X L* X 1728 007 in (DL) = L / 1323 • Def = x = o 17 in (TL) = L / 567 384 E x I Use D F #2 2 x 8 @ 16 in oc VCA Engineers B I I I I I 1 1 I I 1 1 I I 1 I I I I KTGY1558 La Costa Glen Floor Joist. Max. 2X10 @ 8" W=41 895 plf L = 15 ft Tributary Area R(DL) = 114 Ib R(TL) = 314 Ib A = 15 ft x 07 ft R(DL)-114 Ib R(TL) = 314 Ib 10 sqfi DL LL Tnb Floor (230 + 40 ) psf x ( 0 7 ) ft =42 Ib/ft Reaction 75 JbTfT RDL = 115 Ib Select 2 x 10 DF#2 Ft, 875 psi F, = 95 psi E = 16 x10" psi CD= 1-00 42 Ib/fT RTL = 314 Ib A =139 21 99 in to* CF= 110 = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 45 >n' S,eq = W x L2 x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 - V --.-._ _Lr Deflection Req'd Bearing Area 384 E x L/240 (E x L/seo for LL) 5 W x L4 x 1728 „,___ y 384 E X lx 15 40 in 22 m'(LL) 030 " (TL) 011 " (DL) Ap = 314 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in \ Use 2 x 10 DF#2 I Page VCA Engineers I fl D 1 n o i i i i i i i KTGY 1558 Typical Floor Joist L = 130 ft VGA S = Page 16 "oc WDL = 230 WLL = 400 Design Select 2 x F0 = 875 Fv = 95 £ = 16 CD ~ 100 A = 1 5 x ( 84 plf S = 84 plf x 13 5 Def = x 384 | Use Typical Floor Joist @ 12" o c L = 150 WDL = 230 WLL = 400 Design Try 2 x F* = 875 fv = 95 E = 76 CD - 7 00 A = 1 5 x ( 63 plf S = 63 plf x 15 5 384 Use psf x (S/12) = 31 Ib/ft psf x (S/12) - 53 Ib/ft WTL = 84 Ib/ft 10 D F #2 psi A = 139 '"* pst Sx = 21 in* x 1C* psi Ix - 99 in4 Cp* 1,1 CD x13 /2 - 84plf X925/12)/ (1x95 ) = 76 in2 CD c F A2 x 12 / (1 x 8 x 875 x 1 1 x 1 15 ) = 19 mj W X L^ X 1728 012 in (DL) = L / 1253 = n 14 in tTI 1 - / / d^7 E x / D F #2 2 x 10 @ 16 in oc ft S = 12 "oc psf x (S/12) = 23 Ib/ft psf x (S/12) = 40 Ib/ft WTL = 63 Ib/ft 10 D F #2 psi A ~ 139 in' psi Sx = 21 '"* x 70° ps/ Ix - 99 in* CF = 11 CD x 15 /2 - 63 plf X95/12)/ (1x95) = 67 in' CD CF A2 x 12 / (1 x 8 x 875 x1 1 ) = 19 inj W X L* X 1728 017 in (DL) = L/ 1088 - n 4% m /TI \ - i / -107 E x 1 D F #2 2 x 10 @ 12 in oc VCA Engineers 0 I 0 0 I 0 I I KTGY1558 Deck Joist Max. Tributary Area Reaction La Costa Glen W=61 845 plf L - 10 ft R(DL) = 109 Ib R(TL) = 309 Ib A = 10 ft x 07 ft R(DL) = 109 Ib R(TL) = 309 Ib 7 sqft DL LL Tnb Deck (330 + 60 ) psf x ( 0 7 ) ft WDL = 22 Ib/fT = 110 Ib Select 2x8 DF#2 62 Ib/ft RTL = 62 Ib/ft 309 Ib E = CD = 875 psi 95 psi 16 x 10* pst 100 A =109 m 13 in* 48 m* 120 Page Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = 43 S,eq = W x L2 x 12 / ( 8 x Fb x CF x CD) = 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 17 in 9 m'(LL) Deflection 5 W x L4 x 1728 Def = x 384 Ex/, 0 18 " (TL) 006 • (DL) Req'd Bearing Area Ap = 309 Ib / 625 psi = 0 sq in ( Where Fp = 625 psi ) Use 2x8 DF#2 VCA Engineers 0 1 1 0 I D 1 I 1 I I I I 1 I I KTGY1558 La Costa Glen Deck Joist Max. 2X8 @ IB- Tributary Area Reaction Deflection W= 124 155 pH L = 8 ft R(DL) = 176 Ib R(TL) = 496 Ib A = 8 ft X DL R(DL) = 176 Ib R(TL) = 496 Ib 13 ft LL 11 sqft Tnb Deck (330 + 60 )psf x ( 13 ) ft = 124 Ib/ft WDL = 44 Ib/ft RDL = 176 Ib Select 2x8 DF#2 Ft 875 psi Fy = 95 psi E = 16 x10e psi CD = 100 WTL = 124 IbTfT RTL = 497 Ib A = 109 Sjr= 13 >x = 48 CF = 120 in ,ns in req = (3/2)(WxL/2 - Wxd )/(CDx Fv) = 67 req 'req x L2 x 12 /( 8 x Fb x CF x CD) =11 5 W x L4 x 1728 ______ V T _„ ••I-I-.T— 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Def = x 384 E x L 18 m 10 in'(LL) 015 " (TL) 005 • (DL) Req'd Bearing Area Ap = 496 Ib / 625 psi (Where Fp - 625 psi ) = 0 sq in Use 2x8 DF#2 Page VCA Engineers I ft D I II I I I I I I I I I I I I I I KTGY1558 La Costa Glen Floor Joist - Typical Hallway 2X10 @ 16" W= 164 205 plf L = 6 ft Tributary Area R(DL) = 92 Ib R(TL) = 492 Ib A = 6 ft X R(DL) = 92 Ib R(TL) = 492 Ib 00 ft 0 sqfi DL LL Tnb Hall (230 + 100 ) psf x ( 13 ) ft = 164 Ib/ft Reaction WDL = 31 Ib/ft RDL = 92 Ib Select 2 x 10 DF#2 Ft, 875 psi FV = 95 psi E = 76 x 10' PSI CD- 100 WTL = 164 Ib/ft RTL = 493 Ib A = 139 m Sx = 21 m lx = 99 '"4 CF= 1 10 = (3/2)(WxL/2 - Wxd)/(CDxFv) = Sre, = IV x L2 x 12 / (8 x Fbx CD x CF ) = 58 in Ire,, = X W x L4 x 1728 Deflection 384 E X L/240 (£ x L/360 for LL) 5 W x L." x 1728 Def = x 10 m 3 in'(LL) 384 E x L 003 001 (TL) (DL) Req'd Bearing Area Ap = 492 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in Use 2 x 10 DF#2 VCA Engineers Page I I I I I I I I I I i i i i i i i i i KTGY1558 La Costa Glen Floor Joist - Widened Hallway 2X10 @ 12' W=123 plf L = 9 ft •I Tributary Area R(DL) = 103 Ib R(TL) = 553 Ib A = 9 ft x R(DL) = 103 Ib R(TL) = 553 Ib 00 ft 0 sqft DL LL Tnb Hall C 230 + 100 ) psf x ( 10 ) ft = 123 Ib/ft Reaction 23 Ib/ft RDL = 104 Ib Select 2 x 10 DF#2 Fb 875 psi FV = 95 psi E = 16 x1°6 PSI CD = 1 00 WTL = 723 Jb/fT R-TL = 554 Ib A =139 m 21 m 99 m CF= 1 10 Areq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 72 Sreq = W x L2 x 12 / (8 x Fb x CD x CF ) = 16 W x L" x 1728 req 25 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L4 x 1728 ftaf - yLX&/ A ™^—»——__—..----. 384 E x L 7 in'(LL) 011 " (TL) 002 • (DL) Req'd Bearing Area Ap = 553 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in I Use 2 x 10 DF#2 VCA Engineers Page Unitl 1 1 1 1 — 1 1 1 1 j 11 — -1 1 L 1 D FRAMING- -UH1T1 jf <T>^ i < 1 i\ 1 1 1 1 1 1 1 — ^ r 2X10 @ 12" i t /\\ <\ •«v <0 0 ^ | oc \1 I®1 ~?y\~\_y rkc .% 12>n T^_l 1 (i) iii > \r \^y V g — v > ^— \ > : S > ^ ig «^\5/ "^ 'T^ 1 • ^L M47 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 1 Floor Header #1 W=3475 plf L = 8 ft Tributary Area Floor Deck R(DL) = 590 Ib R(TL) = 7390 Ib A = 8 ft x DL ( 250 (450 + R(DLj = 590 Ib R(TL) = 1390 Ib 35 ft 28 sqft LL Trib + 40 )psf x ( 05 ) ft 60 )psf x ( 30 ) ft 33 315 Ib/ft Ib/ft Reaction WDL - 148 Ib/ft RDL = 590 Ib Select 4 x 10 DFH2 F* = 875 ps> F;- = 270 psi £ = 1 6 * 70" PSI C0 = 1 00 WTL= 348 Ib/ft RTL = 1390 Ib A = 324 tn' Sx = 50 if" lx •= 231 in CF= 120 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = ' req Deflection Req'd Bearing Area = W x L' x 12 / ( 8 x Ft x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 384 E x lx 62 IT 32 IT OU in 32 in4 (LL) 009 004 (TL) (DL) Ap = 1390 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in Use 4 x 10 DF#2 w / 2 x Trimmer Support Page 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 ILL) Unit 1 Floor Beam #2 (Arch) W=315 plf L = 9 ft Tributary Area R(DL) = 607 Ib R(TL) - 1417 Ib A = 9 ft X R(DL) = 607 Ib R(TL) = 1417 Ib 30 ft 27 sqft DL LL Trib Deck (450 + 60 ) psf x ( 30 ) ft =315 Ib/ft Reaction WDL = 135 Ib/ft RDL = 608 Ib Select 4 x 10 DF#2 Ft, - 875 psi Fv = 27(J psi £ = 76 x lO1- psi C0 = 100 WTL = 315 Ib/ft RTL = 1418 Ib A = 324 Sx ^ .$0 lx - 231 Cf~ 720 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = - W x L' x 12 / ( 8 x Fb x CF x CD) = 65 '"' 36 '"" Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/380 for LL) 5 W x L" x 1728 Ex/, Def = x 384 oo '" 42 in4 (LL) 013 " (TL) 0 05 (DL) Req'd Bearing Area Ap = 1417 Ib / 625 psi ( Where Fp - 625 psi ) - 2 sq in Use 4 x 10 DF#2 w / 2 x Trimmer Support Page VCA Engineers I I I I I I I I I I I I I I I KTGY 1558 La Costa Glen ILU Unit 1 Floor Header #3 Tributary Area Reaction = 4225 plf L = 6 ft R(DL) = 487 Ib R(TL) = 1267 Ib A = 6 ft x DL R(DL) = 487 Ib R(TL) = 1267 Ib 65 ft LL 39 sqft Tnb Floor ( 250 + 40 )psf x ( 65 ) ft = 423 Ib/ft WDL = 163 Ib/ft RDL = 488 Ib Select 4 x 10 DF#2 /=E = 875 psi F, = 270 p?i £ = 1_B x 10" psi Cp = 700 WTL= 423 Ib/ft RTL = 1268 Ib A = 724 Sx * 50 lx - 231 CF= 120 'rep req Deflection Req'd Bearing Area = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = W x L' x 12 I ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L" x 1728 x 384 Ex/, 52 'T 22 'T ^0 "' 15 m'(LL) 001 (TL) (DL) Ap = 7267 Ib / 625 psi ( Where Fp - 625 psi ) = 2 sq in Page Use 4 x 10 DF#2 w/ 2 x Trimmer Support VGA 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 Unit 1 Floor Header #4 W=4225 plf L = 3 ft Tributary Area R(DL) = 243 Ib R(TL) = 633 Ib A = 3 ft x DL R(DL) = 243 Ib R(TL) = 633 Ib 65 ft LL 20 sqft Tnb Floor (250 + 40 )psf x ( 65 ) ft = 423 Ib/ft Reaction WDL = 163 Ib/ft RDL = 244 Ib Select 4x6 DF#2 Fb = 875 psi Fv = 270 psi £ = 16 xW Ps< CD = 100 WTL = 423 Ib/ft RTL = 634 Ib A = 193 sx * IB = 1 30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L" x 12 / ( 8 x Fb x CF x CD) 24 in' 5 in* •req Deflection 5 W x L" x 1728 x : 384 E X L/240 (E x L/360 lor LL) 5 W x L* x 1728 E x I, Def = x 384 2 m'(LL) 001 " (TL) 000 • (DL) Req'd Bearing Area Ap = 633 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w / 2 x Trimmer @ Support Page \f 5 \ 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 Unit 1 Floor Header #5 W=43875 plf L = 3 ft Tributary Area R(DL) = 253 Ib R(TL) = 658 Ib A = 3 ft X R(DL) = 253 Ib R(TL) = 658 Ib 68 ft 20 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 6 8 ) ft =439 Ib/ft Reaction WDL = 169 Ib/ft RDL = 253 Ib Select 4x6 DF#2 WTi = 439 Ib/ft RTL = 658 Ib £ = CD = 875 ps/ 27Q psi 1 e X10" psi A - 193 Sx = 18 /„ - 49 Cf~ 130 Areq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 25 >"' Srsq=WxL'x12/(8xFbxCFxCD) = 5 '"' Deflection 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L" x 1728 Ex/, Def = x 384 2 m'(LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 658 Ib / 625 psi ( Where Fp = 625 psi ) - 1 sq in Use 4x6 DF#2 w / 2 x Trimmer @ Support Page 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 Unit 1 Floor Header #6 W = 487 5 plf L = 25 ft Tributary Area R(DL) = 234 Ib R(TL) = 609 Iti A = 25 ft X 75 ft R(DL) = 234 Ib R(TL) = 609 Ib DL LL 19 sqft Tnb Floor (250 + 40 )psf x ( 75 ) ft =488 Ib/ft Reaction WDL = 188 Ib/ft RDL = 234 Ib Select 4x6 DF#2 FB = 875 psi Fv = 270 psi £ = 7.0 X 70" PSI CD - too W TL = 488 Ib/ft RTL = 609 Ib A = 16 »"" 49 in = 130 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = f req = W x L' x 12 / ( 8 x Ft, x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L x 1728 Def = x 384 £ x I, 21 4 1 m1 (LL) 001 " (TL) 000 " (DL) in' Req'd Bearing Area Ap = 609 Ib / 625 psi ( Where Fp = 625 psi ) - 0 sq in Use 4x6 DF#2L w / 2 x Trimmer Support \/5"3 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 Unit 1 Floor Header #7 W= 18875 plf Tributary Area Reaction niiiii inn ! iiiiiiiiiiiimiiiiiiimimimmiii -T* / — o ft -C\ R(DL) = 65 Ib R(DL) = 65 Ib R(TL) = 283 tb R(TL) = 283 Ib A = 3 ft x 05 ft = 2 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 0 5 ) ft = 33 Hall (250 + 100 ) psf x ( 1 3 ) ft = 156 WDL = 44 Ib/ft WTL = 189 RDL = 66 Ib RTL = 283 Select 4x6 DF#2 F, - 875 ps/ A - 193 In* F, - 270 ps/ Sx = 18 in" E = 16 * 10" PSI lx - 49 "i Ib/ft Ib/ft Ib/ft Ib C0 = 1 00.CF = 130 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 11 Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) in' 5 W x L" x 1728 384 £ X L/240 (E x L/360 for LL) Deflection Def = x 384 W x L" x 1728 E x 1, 7 in 0 m'(LL) 000 " (TL) 0 DO (DL) Req'd Bearing Area Ap = 283 Ib / 625 psi ( Where Fp = 625 ps/ ) - 0 sq in Use 4x6 DF#2 w / 2 x Trimmer @ Support VGA 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 Page Unit 1 Floor Beam #8 W=531 25 plf Tributary Area linn \sr^ R(DL) = 37 III II Illllllll 1 1 1 1 Illllll I III! I Illllll I Illl I II I 1 — 7 ft 1 Ib R(TL) = 1859 Ib A = 7 ft x 00 ft = 0 DL LL Trib Hall (250 + 100 )psf x ( 43 ,t \ R(DL) = 371 Ib R(TL) = 1859 Ib sqft ) ft = 531 Ib/ft Reaction WDL = 706 Ib/ft RDL = 372 Ib Select 4 x 10 DF#2 F& = 875 f>?i F> = 270 f)$i tOO WTL = 531 Ib/ft RTL = 1859 Ib A - 324 Sx * .50 lx = 231 Cf ~ 1 20 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = = W x L' x 12 / ( 8 x Fh x CF x Cp) W x L4 x 1728 E X L/240 (E x L/360 for LL) 81 37 Deflection 384 5 W x L" x 1728 Def = ------- x 384 E x lx 07 '" 15 m' (LL) 0 08 " (TL) 002 " (DL) Req'd Bearing Area Ap = 1859 Ib / 625 psi = 2 sq in ( Where Fp = 625 psi ) Use 4 x 10 DF#2 w/ 2 x Trimmer @ Support VCA Engineers Unit 2 I I I I I I I I I I I I I I I I I I I FRAMING -UHIT2 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 2 Floor Header #1 W=5525 plf L = 3 ft R(DL) = 318 Ib ) = 828 to R(DL) = 378 to R(Tg = 828 to Tributary Area A = 3 ft x 85 ft 26 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 85 ) ft =553 Ib/ft Reaction WDL = 213 Ib/ft RDL = 319 Ib Select 4x6 DF#2 Ft = 875 psi FV - 270 psi £ = ?6 x 101- psi CD = 100 WTL= 553 Ib/ft RTL = 829 Ib A = S. * 133 m 16 m' -49 m CF= 130 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) W x L" x 1728 ' req Deflection Req'd Bearing Area 384 E XL/240 (E x L/360 for LL) W x L" x 1728 E x L 5 Y_______ ^ 384 32 7 4 in 2 in"(LL) 001 " (TL) 000 " (DL) Ap = 828 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w/ 2 x Trimmer Support 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 Unit 2 Floor Beam #2 W=260 plf L = 5 ft Tributary Area R(DL) = 250 Ib R(TL) = 650 Ib A = 5 ft x DL R(DL) = 250 Ib R(TL) = 650 Ib 40 ft LL 20 sqft Tnb Floor (250 + 40 )psf x ( 40 ) ft = 260 Ib/ft Reaction WDL = 700 Ib/ft RDL = 250 Ib Select 4x8 DF#2 WTL= 260 Ib/ft RTL = 650 Ib £ = CD = 875 psi 270 PS' 76 x 1 100 A = ps, 254 m 31 in' 111 in 730 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 27 Sreq=WxL'x12/(8xFhxCFxCD) = 9 W x L" x 1728 •req Deflection 384 ExL/240 (E x L/360 for LL) 5 W x L4 x 1728 E x I, Def = x 384 y in 5 m" (LL) 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 650 Ib / 625 psi ( Where Fp = 625 psi J = 1 sq in Use 4x8 DF#2 w / 2 x Trimmer Support VCA Engineers I I I I 1 I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 2 Floor Beam #3 W=315 plf Mill Illllllll II11111IIII IIL1I 1 IlilllllllllllilillllJJj R(C > 1 C / - 11 ft ^ LJ = 742 Ib R(DL)= 742 Ib R(TL) = 1732 Ib R(TL) = 1732 Ib Tributary Area A = 11 ft x 30 ft 33 sqft DL LL Tnb Deck (450 + 60 ) psf x ( 3 0 ) ft =315 Ib/ft Reaction WDL = 135 Ib/ft RDL = 743 Ib Sefect 35 x 95 PSL/VL F6 = 2800 psi PV = 27Q psi £ = 2Q x *0U Ps/ CD ~ 1 00 WTL = 315 Ib/ft RTL = 1733 Ib A - 333 Sx ? 53 lx - 250 CF = 100 Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x /, Def x 384 82 20 61 in4 (LL) 021 " (TL) 009 " (DL) Req'd Bearing Area Ap = 1732 Ib / 650 psi ( Where Fp = 650 ps/ ) = 2 sq in \ Use 35x95 PSUVL w / 2 x Trimmer Support Page 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 Unit 2 Floor Header #4 W=471 25 plf L = 6 ft Tributary Area R(DL) = 543 Ib R(TL) = 1413 Ib A = 6 ft X 73 ft R(DL) = 543 Ib R(TL) = 1413 Ib 44 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 73 ) ft = 471 Ib/ft Reaction WDL = 181 Ib/ft RDL = 544 Ib Select 4 x 10 DF#2 F6 = 875 psi F* = 270 psi £ = 1..6 x i0'" PSI CD = 1 00 WTL = 471 Ib/ft RTL = 1414 Ib A = 324 Sx - 50 lx - 231 CF= 1 20 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) ' req 5 W X L4 x 1728 384 E X L/240 (E x 1/360 for LL) Deflection Def = 384 W x L" x 1728 E x L 58 24 17 in'(LL) 004 " (TL) 001 (DL) Req'd Bearing Area Ap = 1413 Ib / 625 psi ( Where Fp - 625 psi ) = 2 sq in Use 4 x 10 DF#2 w / 2 x Trimmer Support Page 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 Unit 2 Floor Header #5 W=715 plf L = 3 ft Tributary Area R(DL) -412 Ib R(TL) = 1072 Ib A = 3 ft X DL R(DL)=412 Ib R(TL) = 1072 Ib 11 0 ft LL 33 sqft Tnb Floor (250 + 40 )psf x ( 11 0 ) ft = 775 Ib/ft Reaction WDL = 275 Ib/ft RDL = 473 * Select 4x8 DF#2 F0 = 875 psi F, = 270 p$i £ = 76 x 10" psi CD = tOO WTL= 715 Ib/ft RTL = 1073 Ib A ~ Sx = 25 4 -in 31 m' 111 in ~ 130 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = Sreq = W x L* x 12 / ( 8 x Fb x CP x C0J = 36 in" 8 m' Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x L o »' Def = x 384 3 m4 (LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 1072 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x8 DF#2 w/ 2 x Trimmer @ Support 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 Page Unit 2 Floor Header #6 W = 383 75 plf Tributary Area Illllllll ' R(DL) = 178 R(TL) = 575 A = 3 ft mum Ib Ib X DL Floor Hall (250 + ( 25 0 + mimiimmmii - / - 7 ft 35 ft LL 40 )psf x ( 100 )psf x ( nun 11 Trib 35 13 iiimim * •••> R(DL) • R(TL) -- sqft ) ft = ) ft = 1 = 178 Ib - 575 Ib 228 156 Ib/ft Ib/ft Reaction WDL = 119 Ib/ft RDL = 178 Ib Select 4x6 DF#2 W TL = 384 Ib/ft RTL = 576 Ib E = C0 = 675 ps; 270 psi 16 * ?0" PSI 1 00 A = 193 to' S,< = 18 "i" )x = 49 in' C/r= 130 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) Deflection Def = x 384 W x L" x 1728 E x L 22 5 J '" 1 in'(LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 575 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in Use 4x6 DF#2 w / 2 x Trimmer @ Support VCA Engineers I I Unit 2A I I I I I I I I I I I I I I I I I I I -UNITZA I I I I I I I I I I I i i i i i i i i KTGY1558 La Costa Glen ILU Unit 2A Floor Beam W=31S p/f L = 6 ft Tributary Area R(DL) = 405 Ib R(TL) = 945 Ib A = 6 ft x R(DL) = 405 Ib R(TL) = 945 Ib 30 ft 18 sqft DL LL Trib Deck (450 + 60 ) psf x ( 3 0 ) ft -315 Ib/ft W Reaction R DL DL 135 Ib/ft = 405 Ib WTL = 315 Ib/ft RTL = 945 Ib Select 4 x DF#2 Fa = 875 psi F* = 270 psi £ = -IB * W PSI CD - 100 A - 254 Sx * 31 = 1 30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = > req ' req Deflection = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 = x = 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x I, Def = x 384 42 15 12 in'(LL) 005 " (TL) 002 " (DL) Req'd Bearing Area Ap = 945 Ib / 625 psi ( Where Fp = 625 psi ) - 1 sq in Use 4x8 DF#2 w / 2 x Trimmer @ Support i Page VCA Engineers I I I I I I I I UnitS FRAMIhO '-UMIT3 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILL) Unit 3 Floor Beam #1 W = 455 plf L = Tributary Area R(DL) = 525 Ib R(TL) = 1365 Ib A = 6 ft x R(DL) - 525 Ib R(TL) = 7365 to 70 ft 42 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 7 0 ) ft =455 Ib/ft Reaction WDL = 775 Ib/ft RDL = 525 Ib Select 4 x S DFX2 WTL = 455 Ib/ft RTL = 1365 Ib 875 psi 270 ps/ 1-00 A = S, = PSI 25 4 .m 31 >n~ 111 in 1 30 = (3/2)(WxL/2-Wxd)/(CDxFv) = 61 = WxL'x 12 / ( 8 x Fb x CF x CD) = 22 5 W x L4 x 1728 384 E X L/240 (E x L / 360 for LL ) 16 m'(LL) Deflection 5 W x L" x 7728 Def = x 384 E x I. 007 " (TL) 003 " (DL) Req'd Bearing Area Ap = 1365 Ib / 625 psi ( Where Fp = 625 psi ) - 2 sq in Use 4x8 DF#2 w / 2 x Trimmer Support Page VCA Engineers I I I I I I I I I I 1 I I I I I I I I KTGY1558 La Costa Glen ILU Unit 3 Floor Beam #2 W = 455 plf L = 6 ft Tributary Area Floor R(DL) = 525 Ib R(TL) = 7365 Ib A = 6 ft X DL ( 250 R(DL) = 525 Ib R(TL) = 1365 Ib 70 ft 42 sqft LL Tnb + 40 )psf x ( 70 ) ft = 455 Ib/ft Reaction WDL = 175 Ib/ft RDL = 525 Ib Select 4x8 DF#2 Fd = 875 psi Fv = 27Q p$i £ = 1..6 x 10" psi CD = tOO WTL= 455 Ib/ft 1365 Ib A = 31 111 CF = 1 30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 61 S,eq=WxL'x12/(8xFbxCFxCD) = 22 5 W x L4 x 1728 ._..„_- . . „„-_— = ^ft in 384 E X L/240 (E x L/360 for LL) 16 in4 (LL) Deflection 5 W x L' x 1728 Dot — vLJ&I "~ A --•— ™. 384 E x I, 007 " (TL) 003 " cog Req'd Bearing Area Ap = 1365 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in Use 4x8 DF#2 w / 2x Trimmer @ Support Page V70 VCA Engineers I I I I I I I I I I I I I I I 1 I I I KTGY1558 La Costa Glen ILU Unit 3 Floor Header #3 W=503 75 plf L = 3 ft Tributary Area Floor R(DL) = 290 Ib R(TL) = 755 Ib A = 3 ft x DL ( 250 R(DL) = 290 Ib R(TL) = 755 Ib 78 ft 23 sqft Reaction WDL = 794 Ib/ft RDL = 291 Ib Select 4x6 DF#2 Fc = 875 psi PV = 270 psi £ = ie x *tr psi CD - too LL Tnb + 40 ) psf x ( 78 ) ft =504 Ib/ft WTL = 504 Ib/ft RTL = 756 Ib A - 193 Sx * 18 CF= 1-30 Areq = ( 3/2) ( W x L / 2 - Wxd)/(CDxFv) = Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 5 W x L4 x 7728 384 E x L/240 (E x L/360 for LL) 5 W x L* x 1728 E x L Def x 384 29 6 4 HI 2 m'(LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 755 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w / 2 x Trimmer Support Page VCA Engineers I I I I I I I I I I I I I I I 1 I I I KTGY1558 Unit 3 Floor Beam #4 La Costa Glen ILU (W2) Point Load Reaction Max M&V P = 2730 Ib W1 =422 5 plf L1 = 2 ft W2 =292 5 plf linn L = 5 ft \ R1 =2577 Ib R2 =1875 Ib DL LL Floor W1DL Floor (250 + 40 j psf x ( 65 ) ft 423 to/ft 163 Ib/ft W1TL = 423 Ib/ft W2 (250 + 40 ) psf x ( 45 ) ft = 293 Ib/ft DL 113 Ib/ft W2TL = 293 Ib/ft P= ( 25 + 40 ) psf x ( 30 x 140 ) ft' PDL = 1050 Ib PTL = 2730 Ib R1 =2577 Ib 991 Ib (DL) R2 =7875 Ib 721 Ib (DL) X = L1 = 20 ft (Measured from R1) Max M = R1 x X - W1 x X(A2J/2 = 4310 ft-lb Max V = R1 - (W1 x d/12 ) - 2243 Ib VCA Engineers Page Design Select 3 5 x Ca = 100 F, = 2800 FV = 270 e = 20 Areq = (3/2) x 95 PSUVL X 106 V/(FV x CD) = Sreq = M x 12/(Ft, xCF x CD ) = Deflection Bearing Area Ireq = ( For DefTL = 003 Ap = 2577 Ib ( Where Use 35 x L/240 ) DefDL = / 650 psi = Fp = 650 p si ) 9 5 PSU VL CF - rorj A = 333 Sx = 53 /„ = 250 125 I"2 18 m" 30 '"' 001 " 4 sq in w / 2 - 2 x Stud @ Support V73 Unit 4 I I I FRAniNG--UhIT4 I I I I I I I I I I I I I I I I I I I KTGY1558 Unit 4 Floor Beam #1 Point Load Reaction Max M&V La Costa Glen ILU P =11375 Ib W1=27625plf V W2=65 plf L1 = 5 ft L = 11 ft R1 =1794 Ib R2=1114 Ib Floor DL LL (250 + 40 ) psf x ( 43 ) ft = 276 Ib/ft W1 DL 106 Ib/ft W1TL = 276 Ib/ft Floor (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W2DL = 25 Ib/ft W2TL = 65 Ib/ft P = ( 25 40 ) psf x ( 25 7 0 ) ft2 DL = 438 Ib TL 1138 Ib R1 = 1794 Ib 690 (b (DL) R2 = 1115 Ib 429 Ib (DL) X = L1 = 50 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 5518 ft-lb Max V = R1 - (W1 x d/12 ) = 1575 Ib Page Design Deflection Bearing Area Select 35 x 95 PSUVL CD = 1 00 F, = 2800 F, = 270 E = 20 x w6 Areq = (3/2) x V/(FV x CD) = Sreq = M x 12/(Fb xCF x CD ) = lreq = ( For L/240 ) DefTi = 0 21 " DefDL - Ap = 1794 Ib / 650 psi = ( Where Fp = 650 psi ) Use 35 x 95 PSUVL CF = roo A = 333 Sx = 53 lx = 250 88 m2 24 m" 95 '"' 008 " 3 sq in w / 2 x Trimmer @ Support 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 Page Unit 4 Floor Beam #2 W = 487 5 plf L = 5 ft Tributary Area R(DL) = 468 Ib R(TL) = 1218 Ib A = 5 ft x DL R(DL) = 468 Ib R(TL) = 1218 Ib 75 ft LL 38 sqft Tnb Floor (250 + 40 )psf x ( 75 ) ft = 488 Ib/ft Reaction WDL = 188 Ib/ft RDL = 469 Ib Select 4 x 10 DF#2 WTL = 488 Ib/ft RTL = 1219 Ib £ = CD = 875 psi 270 psi 1 g x W- ps< A = Sx * 324 50 231 1 20 = (3/2) ( WxL/2 - Wxd)/(CDxFv) = W x L' x 12 / ( 8 x Fb x CF x CD) 47 m' 17 ">' 'req Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x L Def = x 384 1 / in 10 m4 (LL) 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 1218 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in \ Use 4 x 10 DF#2 w/ 2 x Trimmer @ Support VCA Engineers I I I I I 1 I 1 I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 4 Floor Header #3 IV = 682 5 plfill in i ill LI iiun 1 1 millt L.r R(DL) = 918 Ib R(TL) = 2388 Ib 1 1 III! JIHIII 1 1| | MM 1 1 1| 1 1| | 7 ft -si/ 11 ^ R(DL) = 918 Ib R(TL) = 2388 Ib Tributary Area A = 7 ft x 105 ft 74 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 10 5 ) ft = 683 Ib/ft Reaction WDL = 263 Ib/ft RDL = 979 * Select 35 x 95 PSLSVL WTL= 683 Ib/ft 2389 Ib Fa = 2800 F, = 2?Q E = 20 CD = too PSI A = 333 ln Sx= .53 ">" /„ = 250 'n CF = 700 Areq - (3/2)(WxL/2 - Wxd)/(CDxFv) = ' rep = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 x - : 384 E X L/240 (E x L/360 for LL> 103 m' 18 in* 30 m'(LL) Deflection Def = x 384 W x L" x 1728 E x lx 007 003 (TL) (DL) Req'd Bearing Area Ap = 2388 Ib / 650 psi ( Where Fp = 650 psi ) - 3 sq in \ Use 35x95 PSU VL w / 2 x Trimmer @ Support Page 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 Unit 4 Floor Header #4 W= 715 plf L = R(DL) = 412 Ib I = 7072 Ib R(DL) = 412 Ib R(TL) = 1072 Ib Tributary Area A = 3 ft x 11 0 ft 33 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 11 0 ) ft = 715 Ib/ft Reaction WDL = 275 Ib/ft RDL = 413 Ib Select 4x6 DF#2 WTL = 715 Ib/ft RTL = 1073 Ib £ = CD = 875 p$i 27Q psi 7.6 x 101- psi A = 733 -Sv - 18 CF = 1 30 ' rep Deflection = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L* x 1728 384 E x LI240 (E x L/360 for LL) 5 W x L" x 1728 rjef = x 384 E x I, 41 m' 8 m* o '" 3 m'(LL) 002 " (TL) 001 - (DL) Req'd Bearing Area Ap = 1072 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in I | Use I 4 x 6 DF#2 w/2x Trimmer (£§ Support Page VGA 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 Page Unit 4 Floor Header #5 W = 452 5 plf Tributary Area Illllllll ' R(DL) = 673 [i i nun i Miiiiiiiii linn ii 1 1 1 mi i ii 1 1 ii i ii 4 1 - 7 ft -» lb R(DL) R(TL) = 7583 lb R(TL) - A = 7 ft x 45 ft = 32 sqft 1 i = 673 lb -- 1583 lb DL LL Tnb Floor Deck ( 25 0 + 40 )psf x ( 05 ) ft = (450 + 60 )psf x ( 40 ) ft = 33 Ib/ft 420 Ib/ft Reaction WDL = 193 Ib/ft RDL = 674 lb Select 4 x 10 DF#2 Fb = 875 psi P, = 270 psi E = 16 x 10" PSI CD - 1 00 WTL = 453 Ib/ft RTL = 1584 lb A = 324 Sy = 50 CF = 120 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = ' req Deflection = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x 1/360 for LL) 5 W x L" x 1728 Ex/, 69 in' 32 m' Def = x 384 44 '" 28 m'(LL) 007 " (TL) 003 " (DL) Req'd Bearing Area Ap = 1583 lb / 625 psi ( Where Fp = 625 ps; ; - 2 sq in Use 4 x 10 DF#2 w / 2 x Trimmer Support 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 Unit 4 Floor Beam #6 W - 420 plf L = 11 ft Tributary Area R(DL) = 990 Ib R(TL) = 2310 Ib A = 11 ft x 40 ft R(DL) = 990 Ib R(TL) = 2310 Ib DL LL 44 sqft Trib Deck (450 + 60 )psf x ( 40 ) ft = 420 Ib/ft Reaction WDL = 180 Ib/ft RDL = 990 Ib Select 35x95 PSLfVL Fn - 2800 psi Fv = 270 psi £ = 20 xKP PSI Cp ~ 100 WTL = 420 Ib/ft RTL = 2310 Ib A - 333 m Sx = 53 '"' lx - 250 m Cf - 1 00 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 11 0 m' Sreq=WxL'x12/(8xFbxCFxCD) = 27 m' 'req Deflection 5 W x L" x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 7728 Ex/, Def = x 384 81 m1 (LL) 028 " (TL) 0 12 " (DL) Req'd Bearing Area Ap = 2310 Ib / 650 psi ( Where Fp = 650 psi ) = 3 sq in Use 35x95 PSU VL w/ 2 - 2 x Stud @ Support Page 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 Unit 4 Floor Header #7 W = 787 5 plf L = 6 ft Tributary Area R(DL) = 1012 Ib R(TL) = 2362 Ib A = 6 ft X 75 ft R(DL) = 1012 Ib R(TL) = 2362 Ib 45 sqft DL LL Tnb Deck (450 + 60 ) psf x ( 7 5 ) ft = 788 Ib/ft Reaction WDL = 338 Ib/ft RDL = 1013 Ib Select 4 x 12 DF#2 Fb = 875 f>?i Fv = 270 psi E = 7.6 x 10" psi CD = tOO WTL = 788 Ib/ft RTL - 2363 Ib A = 394 Sx = 74 /x = 475 C = 1 10 Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) 90 m' 44 in* W x L" x 7728 •req Deflection 384 E X L/240 (E x L1360 for LL } 5 W x L" x 1728 Ex/, Def = x 384 40 '" 31 m'(LL) 003 " (TL) 001 " (DL) Req'd Bearing Area Ap = 2362 Ib / 625 psi ( Where Fp = 625 psi ) = 3 sq in Use 4 x 12 DF#2 w/ 2-2x Stud Support Page VCA Engineers Unit 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 5 Floor Beam #1 W = 420 plf iiiiiiiiiiiiiiiiiiiiimiiiiiimmii iimmi inn «- / - o ft -^•- L y a ^ R(DL) = 810 Ib R(DL) R(TL) = 1890 Ib R(TL) = = 810 Ib •- 1890 Ib Tributary Area A = 9 ft x 40 ft 36 sqft DL LL Tnb Deck (450 + 60 ) psf x ( 4 0 ) ft = 420 Ib/ft Reaction WDL = 180 Ib/ft RDL = 810 Ib Select 35 x 9.5 PSL/VL F6 = 2800 psi F, = 270 psi £ = 20 x *0" Ps' C0 = 100 WTL = 420 Ib/ft RTL = 1890 Ib A = 5, * 333 •53 250- = 1 00 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = Sreq=WxL'x12/(8xFtlxCFxCD) = W x L* x 1728 Deflection 384 E X L/240 (E x L/360 for LL) 5 W x L* x 1728 E x I, Def = x 384 87 18 oy '" 44 in" (LL) 012 " (TL) 005 " (DL) Req'd Bearing Area Ap = 1890 Ib / 650 psi ( Where Fp - 650 psi ) = 2 sq m Use 35x95 PSL/VL w / 2x Trimmer @ Support Page VCA Engineers 1 I I I I I I I 1 I I 1 1 1 I 1 1 1 1 KTGY1558 La Costa Glen ILU Unit 5 Floor Beam #1 Alt W = 420 plf L = 10 ft Tributary Area R(DL) = 900 Ib R(TL) = 2100 Ib A = 10 ft x R(DL) = 900 Ib R(TL) = 2100 Ib 40 ft 40 sqft DL LL Tnb Deck (450 + 60 ) psf x ( 4 0 ) ft =420 Ib/ft Reaction WDL = 180 Ib/ft RDL = 900 Ib Select 4 x 12 DF#2 Pb = 875 p?i Fv = 270 psi £ = 16 xW PSI CD = 1-00 WTL = 420 Ib/ft RTL = 2100 Ib A - 394 Sx = 74 I* = 415 CF= 770 rep = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 95 ">' re, = W x L" x 12 / ( 8 x Fb x CF x CD) W x L" x 1728 384 E X L/240 (E x L/360 for LL) Deflection Req'd Bearing Area 5 W x L" x 1728 v_«__— ^ ____________________________ 384 E x lx 65 no in 76 in'(LL) 014 " (TL) 006 " (DL) Ap = 2100 Ib / 625 psi ( Where Fp = 625 psi ) - 3 sq in Use 4 x 12 DF#2 w/ 2x Trimmer @ Support Page 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 Unit 5 Floor Beam #2 W = 780 plf L = 5 ft Tributary Area R(DL) = 750 Ib R(TL) = 7950 Ib A = 5 ft X R(DL) = 750 Ib R(TL) = 1950 Ib 120 ft 60 sqft DL LL Trib Floor (250 + 40 )psf x ( 120 ) ft =780 Ib/ft Reaction WDL~ = 300 Ib/ft RDL = 750 Ib Select 35 x 95 PSL/VL Fk = 2800 psi Fv = 270 psi £ = 20 * *&" PSI CD = too WrL= 780 Ib/ft RTL = 1950 Ib A = 333 x> Sx - -53 '"" lx - 250 /f CF = 100 Areq = (3/2) ( WxL/2 - Wxd )/(CDx Fv ) = >req ' req Deflection = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L" x 1728 E x L 74 m' 10 in' Def = x 384 13 in'(LL) 002 " (TL) 001 • (DL) Req'd Bearing Area Ap = 1950 Ib / 650 psi ( Where Fp = 650 psi ) - 3 sq in Use 35x95 PSL/VL w / 2x Trimmer @ Support Page 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 Unit 5 Floor Beam #3 W = 780 plf L = 4 ft -i R(DL) = 600 Ib i = 7560 Ib R(DL) = 600 Ib R(TL) = 1560 Ib Tributary Area A = 4 ft x 120 ft 48 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 12 0 ) ft = 780 Ib/ft Reaction WDL = 300 Ib/ft RDL = 600 Ib Select 4 x 10 DF#2 F-k = 875 psi FV = 270 psi £ = 76 x 10'~ PSI CD = ?oo WTL = 780 Ib/ft RTL = 1560 Ib A = 324 Sx = 50 /x = 231 CF= 120 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fr ) = ' req ' req Deflection = W x L* x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 ExL/240 (E x L/360 for LL} 5 W x L" x 1728 E x lx 53 m' 18 in' Def = x 384 74 in 8 m4 (LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 1560 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in \ Use 4 x 10 DF#2 w / 2 x Trimmer Support Page VGA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Unit 5 Floor Beam #4 La Costa Glen ILU P = 1560 Ib W1 =65 plf { W2 =65 plf Page iiiiniiiiiimi iiHiiiin mini ^ L1 = 7 ft >| *> L — 7o n ? | R1 =1142 Ib R2=1262 Ib (W,) (W2) Point Load Reaction Max M&V Design Deflection Bearing Area DL LL Floor (250 + 40 ) psf x ( 10 ) ft = W1DL = 25 Ib/ft W17L = Floor (250 + 40 ) psf x ( 10 ) ft = W2DL = 25 Ib/ft W2TL = P = ( 25 + 40 ) psf x ( 120 x POL = 600 Ib PTL = R1 = 1143 Ib R2 = 7263 439 Ib (DL) 486 X = L1 = 70 ft (Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 6405 Max V = R2 - (W2 x d/12 ) = 1211 Select 35 x 95 PSL/VL CD = 1 00 Cf - TOO FB = 2800 A = 333 F. = 270 Sx = 53 E = 20 x to6 '*= 250 Areq = (3/2) x V/(FvxCD) = 67 m2 Sreq = ' M x 12/(Fb xCF x CD ) = 27 in" Ireq = ( For L/240 ) = 110 'n' DefTL - 029 " DefDL = 017" Ap = 1262 Ib / 650 psi = 2 sq in ( Where Fp = 650 p si ) 65 Ib/ft 65 Ib/ft 65 Ib/ft 65 Ib/ft 20 ) ft2 1560 Ib Ib Ib (DL) ft-lb Ib Use 35 x 95 PSU VL w / 2 x Trimmer @ Support 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 ILL) Unit 5 Floor Header #5 W = 893 75 plf L = 3 ft Tributary Area R(DL) = 515 Ib R(TL) = 1340 Ib A = 3 ft X R(DL) = 515 Ib R(TL) = 1340 Ib 138 ft 41 sqft DL LL Tnb Floor (250 + 40 )psf x ( 138 ) ft =894 Ib/ft Reaction WDL = 344 Ib/ft RDL = 576 Ib Sefect 4xfi DF#2 WTL = 894 Ib/ft RTL = 1341 Ib £ = CD = 875 p$i 27Q psi 16 XW PS' A = 193 Jn Sx = 18 '"" lx - 49 if CP= 730 req = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) req = W x L' x 12 / ( 8 x Fb x CF x CD) W x L" x 1728 Teq Deflection 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x I, Def = x 384 52 11 / in 4 in" (LL) 002 " (TL) 001 (DL) Req'd Bearing Area Ap = 1340 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in Use 4x6 DF#2 w / 2x Trimmer @ Support Page VCA Engineers Unit 6 I I I I I I I I I I I I I I I I I I I FKAMlhG-UNlT6 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Unit 6 Floor Header #1 W= 715 plf L = 3 ft Tributary Area R(DL) = 412 Ib R(TL) = 1072 Ib A = 3 ft x DL R(DL) = 412 Ib R(TL) = 7072 Ib 11 0 ft LL 33 sqft Tnb Floor (250 + 40 )psf x ( 11 0 ) ft = 715 Ib/ft Reaction WDL = 275 Ib/ft RDL = 413 Ib Select 4 x B DF#2 F6 = 875 psi Fv = 270 psi £ = 1.6 x *0" PSI CD = tOO WTL = 715 Ib/ft RTL = 7073 Ib A = 254 CF =- 1 30 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = reg = W x L' x 12 / ( 8 x Fb x CF x CD) 36 8 W x L4 x 1728 o »' 384 E X L/240 (E x L/360 for LL)3 m' (LL) Deflection Req'd Bearing Area 5 W x L" x 1728 v——-— ^ --- —-———- ---_________. 384 £ x lx 001 000 (TL) (DL) Ap = 1072 Ib / 625 psi ( Where Fp - 625 psi ) = 1 sq in Use 4x8 DF#2 w / 2 x Trimmer @ Support Page 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 Page Unit 6 Floor Header #2 W=6975 plf Tributary Area Floor Hall Illllllll ' R(DL) = 28? R(TL) = 1046 A = 3 ft in mi 1 1 1 1 1 1 1 1 iiiiiiiiiiinnii 1 1 1 1 1 iii ii iiii 1 — "3 ft ^ Ib R(DL) •• Ib R(TL) = x 40 ft = 12 sqft DL LL Trib (250 + 40 )psf x ( 40 ) ft = (250 + 100 )psf x ( 35 ) ft = 1 = 28? Ib - 1046 Ib 260 Ib/ft 438 Ib/ft Reaction WDL = 188 Ib/ft RDL = 281 Ib Select 4x8 DF#2 F0 - 875 psi F* = 270 psi E = 16 *10" PSI Cn = 1 00 WTL= 698 Ib/ft RTL = 7046 Ib A = 1* - 25 4 in 31 m' 111 m CF = 130 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) - W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 35 8 Deflection Req'd Bearing Area ' rep * 384 5 384 Ap = ( Where Use 4 x E X L/240 (E x L/360 for LL) 2 W x L" x 1728 , — n m E x lx ooo 1046 Ib / 625 psi = 1 sq in Fp = 625 psi ) 8 DF#2 w/ 2 x Trimmer m' (LL) " (Tl )( ' Li " (DL) @ Support 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 Page Unit 6 Floor Beam #3 W=1625 plf L = 6 ft Tributary Area R(DL) = 187 Ib R(TL) = 487 Ib A = 6 ft x R(DL) =187 Ib R(TL) = 487 Ib 25 ft 15 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 2 5 ) ft =163 Ib/ft Reaction WDL = 63 Ib/ft RDL = 188 Ib Select 4x8 DF#2 Fb = 87$ p?i Fv = 270 psi E = 16 xlO" psi CD = 100 WTL= 163 Ib/ft RTL = 488 Ib A = 254 - 130 Areq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = Srec/=WxL'x12/(8xFbxCFxCD) = 22 in' 8 ">' Deflection 5 384 Def x 384 W x L* x 1728 E X L/240 (E x L/360 for LL) W x L" x 7728 E x I, 1U i" 6 m'(LL) 003 " (TL) 001 " (DL) Req'd Bearing Area Ap = 487 Ib / 625 psi ( Where Fp = 625 psi ) - 0 sq in Use 4x8 DF#2 w / 2 x Trimmer @ Support 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 Page Unit & Floor Header #4 W = 780 plf Tributary Area R(L II I II I II I III! >g = 450 Ib R(TL) = 1170 Ib A = 3 ft x DL Floor ( 25 0 imiimiiiiiiiimi / - 7 ft 120 ft LL + 40 J psf x IllllllllllllllllllJ'I R(DL) = R(TL) = 36 sqft Trib ( 120 ) ft = 450 Ib 1170 Ib 780 Ib/ft Reaction WDL = 300 Ib/ft RDL = 450 Ib Select 4x8 DF#2 Fn = 875 pfi Fv = 270 psi £ = i 6 * ^ PS' Co = J 00 WTL = 780 Ib/ft RTL = 1170 Ib A = Sx - 2$ 4 m 31 '"" CF = 1 30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) 39 in' g m~ W x L" x 7728 ' rep 384 E X L/240 (E x L/360 for LL) Deflection Def = x 384 W x L* x 7728 E x I, 3 m'(LL) 001 " (TL) 0 00 (DL) Req'd Bearing Area Ap = 1170 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq m Use 4x8 DF#2 w / 2 x Trimmer @ Support 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 Unit 6 Floor Header #5 W=4225 plf L. = 4 ft Tributary Area R(DL) = 325 Ib R(TL) = 845 Ib A = 4 ft x R(DL) = 325 Ib R(TL) = 845 Ib 65 ft 26 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 6 5 ) ft =423 Ib/ft Reaction WDL = 163 Ib/ft RDL = 325 Ib Select 4x6 DF#2 WTL = 423 Ib/ft RTL = 845 Ib 875 psi 27Q psi £ = CD = 100 A = 193 Sx f 16 I* = -« CP = T30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 E x I, Def = x 384 36 9 4 m4 (LL) 003 " (TL) 001 • (DL) Req'd Bearing Area Ap = 845 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w / 2 x Trimmer Support Page 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 Unit 6 Floor Header #6 W=601 25 plf L = 75 ft R(DL) = 867 Ib i = 2254 Ib R(DL) = 867 to R(TL) = 2254 Ib Tributary Area A = 75 ft x 93 ft 69 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 9 3 ) ft = 601 Ib/ft Reaction WDi = 231 Ib/ft RDL = 867 Ib Select 35x95 PSL/VL Fb = 2800 psi F, - 270 psi £ = 2Q xtO1- psi Co- 1 00 WTL= 601 Ib/ft RTL = 2255 Ib A = 333 Sx = 53 /x - 250 CF = 7 00 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) W x C x 1728 ' req 384 E X L/240 { E x L/360 for LL) W x L" x 1728 Deflection Def = x 384 99 18 o/ '" 33 m'(LL) 009 " (TL) 003 " (DL) Req'd Bearing Area Ap = 2254 Ib / 650 psi ( Where Fp = 650 psi ) = 3 sq in Use 35 x 95 PSL/VL w / 2 x Trimmer @ Support Page V/7 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 ILL) Unit 6 Floor Beam #7 W = 455 plf miiiiiiiimiiiiiiiiiimiiiiiiiimiiiiiiiiii MINI L- i - 4/1 a ~ R(DL) = 1225 Ib R(DL) • Rf 71) = 31 85 Ib R(TL) = - 1225 Ib --31 85 Ib Tributary Area A = 14 ft x 70 ft 98 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 7 0 ) ft =455 Ib/ft Reaction WDL = 775 Ib/ft RDL = 1225 Ib Select 525 x 95 PSL/VL Fh = 2800 psi Pv = 270 psi £ = 20 xlQ*- psi A =499 79 375 455 Ib/ft RTL = 3185 Ib CD =00 C F - 1 00 ' rep ' req = (3/2) ( WxL/2 - Wxd)/(CDxFv) = = W x L' x 12 / ( 8 x Fb x CF x CD) 384 W x L' x 1728 E X L/240 (E x L/360 for LL) Deflection 5 W x L' x 1728 Def = x 384 E x I, 157 48 £01 "' 162 tn4(LL) 052 " (TL) 020 " (DL) Req'd Bearing Area Ap = 3185 Ib / 650 psi ( Where Fp = 650 psi ) = 4 sq in Use 525 x 95 PSL/VL w/ 2-2xStud @ Support Page V? VCA Engineers I I I I I I I I I I I I KTGY1558 La Costa Glen ILU I I I I I I Unit 6 Floor Header #8 = 520 plf I 1 imiiiiiiiiiimmiiiiiiiiiii Illllllllllllllllllllll (- 1 - -3 ft ,/f^ l_ O (1 • • > R(DL) = 300 Ib R(TL) = 780 Ib R(DL) = 300 Ib R(TL) = 780 Ib Tributary Area A = 3 ft x 80 ft 24 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 8 0 ) ft =520 Ib/K Reaction WDL = 200 Ib/ft RDL = 300 Ib Select 4x8 DF#2 Fb = 875 psi Fv = 27Q p?i £ = 16 *W PSI CD = tOO WTL = 520 Ib/ft RTL = 780 Ib A = 254 in ^ 130 Areq = (3/2) ( WxL/2 - Wxd)/(CDxFv) Sreq = W x L" x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 Deflection 384 E X L/240 (E x L/360 for LL) 5 W x L* x 1728 E x L Def = x 384 26 6 4 in 2 m4 (LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 780 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in .Use 4x8 DF#2 w/ 2 x Trimmer Support Page \/ VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Unit 6 Floor Header #9 Point Load Reaction Max M&V La Costa Glen ILU P = 3003 Ib W1 =438 75 plf T W2 =438 75 plf L1 =325 L = 65 ft R1 =2927 Ib R2 =2927 Ib DL LL Floor W1DL Floor (250 + 40 ) psf x ( 68 ) ft = 439 Ib/ft 169 Ib/ft W1TL - 439 Ib/ft (250 + 40 ) psf x ( 68 ) ft = 439 Ib/ft W2 DL 169 Ib/ft W2TL = 439 Ib/ft P = ( 25 + 40 ) psf x ( 462 x 1 0 ) ft' PDL = 1155 Ib PTL = 3003 Ib R1 =2927 Ib 1126 Ib(DL) R2 = 2927 Ib 1126 Ib(DL) X = L1 = 33 ft (Measured from R1) Max M = R1 x X - W1 x X(A2)/2 = 7197 ft-lb Max V = R1 - (W1 x d/12 ) = 2580 Ib VCA Engineers Page Design Deflection Bearing Area Select 35 x 95 PSL/VL CD = 700 Fj, = 280Q Fv, = 270 E = 20 x 1Q6 Areq = (3/2) x V/(FV x CD) = Srsq = M x 12/(Fb xCF x CD ) = /req = ( For L/240 ) DefTL = 009 " DefDL = Ap = 2927 Ib / 650 psi ( Where Fp = 650 p si ) Use 35 x 95 PSL/VL Cf = 1'QO A = 333 Sx = S3 lx = 250 143 m2 31 m" 67 m" 003 " 5 sq in w / 2 - 2 x Stud @ Support Stairwells & Lobbies I I I I I I I I I I I I I I I I I I I 30 5TI?INCEI? TYf7 51M PfAM 3 FLOOR FLC0K A FRAMING I I I I I I I I I I I I I KTGY1558 La Costa Glen ILL) Bldg A, Stairwell, 2nd Floor Framing: Trash Enclosure Header (Under Chute Wall) 1 P = 1702 Ib Wt =1270 plf _J W2 =1270 plf (W, ) (W2) Point Load Reaction Max M&V i = 15 ft >| L = 3 ft R1 =2756 Ib R2=2756 Ib LLDL Wall (150 ) psf x ( 180 ) ft = 270 Ib/ft rUM CHVTF WALL (250 + 700 ) psf x ( 80 )ft = 7000 Ib/ft W1DL = 470 Ib/ft W1TL = 1270 Ib/ft Wall (150 ) psf x ( 18 0 ) ft = 270 Ib/ft MLU f 25 0 + 700 ) psf x ( 80 ) ft = 1000 Ib/ft W2DL = " 470 Ib/ft W2TL = 1270 Ib/ft P = ( 21 + 16 ) psf x ( 40 x 115 ) ft2 DL = 966 Ib TL =1702 Ib R1 =2756 Ib 1188 Ib(DL) R2 = 2756 Ib 1188 Ib(DL) X = L1 = 15 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 2705 ft-lb Max V = R1 - (W1 x d/12 ) = 1777 Ib Page Design Deflection Bearing Area i Select CD * F0 = A =" req sreq = 'req ~ DefTL = Ap = Use 4 x 10 DF#2 •725 875 95 75 x W6 (3/2) x V/(FV x CD) = M x 12/(Fb x CD x CF ) = ( For L/240 ) 001 " DefDL = 2756 Ib / 625 psi = ( Where Fp = 625 psi ) 4 x 10 DF#2 CF * 7 20 A = 324 Sx = 50 Ix = 231 224 m2 25 m" 17 '"' 000 " 4 sq in w/ 2 x Trimmer @ Support j VGA 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 Page Bldg. A, Stairwelt, 2nd Floor Framing Trash Enclosure Beam (Under Chute Wall) W=1270 plf L = 45 ft Tributary Area R(DL) = 7057 Ib R(TL) = 2857 Ib A = 45 ft x 00 ft R(DL) = 7057 Ib R(TL) = 2857 Ib 0 sqft DL LL Tnb Wall (150 )psf x ( 180 ) ft = 270 Ib/ft Hall (250 + 100 ) psf x ( 80 ) ft = 1000 Ib/ft Reaction WDL = 470 Ib/ft RDL = 1058 Ib Select 4 x 12 DF#2 F0 = 875 psi Ft- - 95 psi £ = 16 x 10" psi Cn = 7 DO W TL = 1270 Ib/ft RTL = 2858 Ib A = 394 S* = 74 ix - 415 CF= 110 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 263 '"" SreQ = W x L' x 12 / (8 x Fb x CD x CF ) =40 Deflection 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L' x 1728 384 E x lx 18 m" (LL) 002 " (TL) 001 " (DL) Req'd Bearing Area Ap = 2857 Ib / 625 psi ( Where Fp = 625 psi ) = 4 sq in Use 4 x 12 DF#2 w/ 2-2xStud Support 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 Page Typical Stair Strjnger W = 250 plf L = 8 ft Tributary Area R(DL) = 200 Ib R(TL) = 1000 Ib A = 8 ft X R(DL) = 200 Ib R(TL) = 1000 Ib 00 ft 0 sqft DL LL Tnb Hall (250 + 100 ) psf x ( 20 ) ft = 250 Ib/ft Reaction WDL = 50 Ib/ft RDL = 200 Ib Select 2 x 12 DF#2 Fb = 87$ psi Fv• = 95 psi £ = 76 xiO'- psi CD = 1 oo WTL- 250 Ib/ft RTL = ?000 Ib A - 1Q9 in Sx f 32 >n~ lx - 178 in CF = 7 00 Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = Sreq = W x L' x 12 / (8 x Fb x CD x CF ) = Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x I, Def = x 384 121 27 III m'(LL) 008 " (TL) 002 " (DL) Req'd Bearing Area Ap = WOO Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 2 x 12 DF#2 w/ 2-2x Stud @ Support 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 Typical Stair Beam W=8125 iiiiiiiiiiiimiimiiii i iiimmmiimiii t R(C • i f I — Q K ft -^ L) = 771 Ib R(DL) == 771 Ib R(TL) = 3859 Ib R(TL) = 3859 Ib Tributary Area A = 95 ft x 00 ft 0 sqft DL LL Tnb Hall (250 + 100 )psf x ( 65 ) ft = 813 Ib/ft Reaction WDL = 163 Ib/ft RDL = 772 Ib Select 6 x 12 DF#1 FL = 1350 ps/ Fv = 85 ps/ £ = 16 x 10" pst CD = 100 WTL = 813 Ib/ft RTL = 3859 Ib A - S, = 633 121 697 CF= 1 00 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 544 Sreq = W x L' x 12 / (8 x Fb x CD x CF ) = 81 1 req 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) W x L" x 1728 Deflection Def = 384 x — Ex/, ?yt> '" 59 in' (LL) 013 " (TL) 003 " (DL) Req'd Bearing Area Ap = 3859 Ib / 625 psi ( Where Fp = 625 ps/ ) = 6 sq in Use 6 x 12 DF#1 w/ 2-2xStud Support Page VCA Engineers VI07 \UOTE ALIGU POST TO BE LOCATED BENEATH I I I I I I I I I I I I I I I I I I I KTGY 1558 La Costa Glen ILL) Bldg. A, Entry Lobby. Beam 1 W=6875 plf L = 7 ft Tributary Area R(DL) =481 Ib R(TL) = 2406 Ib A = 7 ft X R(DL) = 481 Ib R(TL) = 2406 Ib 00 ft 0 sqft DL LL Tnb Hall (250 + 100 )psf x ( 55 ) ft = 688 Ib/ft Reaction WDL = 138 Ib/ft RDL = 481 Ib Select 6 x fO DF#2 = 875 = 270 = 13 WTL = 688 Ib/ft RTL = 2406 Ib psi CD ~ 1-00 A = 52 3 .m Sx = .03 m' 593 '" = 700 ™ ' req = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 103 '"' = W x I/ x 12 / ( 8 x Fb x CF x CD) - 58 <nv ' req W x L4 x 1728 384 £ X L/240 (E x L/360 for LL) 24 in'(LL) Deflection 5 W x L* x 1728 384 E x I, 007 " (TL) 001 " (DL) Req'd Bearing Area Ap = 2406 Ib / 625 psi ( Where Fp = 625 psi ) = 3 sq in Use 6 x 10 DF#2 w / 2x Trimmer @ Support Page 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 BJdg. A, Entry Lobby. Beam 2 W=11875 plf Illllllllllllll Mill tr R(DL) = 1662 Ib R(TL) = 8312 Ib INN Illlllllllllllllllllllllll i 1 - 14 ft -» R(DL) -• R(TL) -- -- 1662 Ib •- 8312 Ib Tributary Area A = 14 ft x 00 ft 0 sqft Hall DL LL Tnb (250 + 100 )psf x ( 95 ) ft = 1188 Ib/ft Reaction WDL = 238 Ib/ft RDL = 1663 Ib Select 675 x 12 GLB-24F Fb = 2400 p$i FV - 27Q p$i £ = 18 *W Ps< CD - 100 WTL = 1188 Ib/ft RTL = 8313 Ib A = ?f 0 >n' S% ~ 76? ir> tx = 372 >t> Cc = 1 00 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 396 '"' ' req = W x L* x 12 / ( 8 x Fb x CF x CD) 384 W x L* x 1728 E X L/240 (E x L/360 for LL) W x L* x 1728 Deflection Def =•x -— 384 E x L 145 070 '" 244 m'fLL) 059 " (TL) 0 12 " (DL) Req'd Bearing Area Ap = 8312 Ib / 650 psi ( Where Fp = 650 psi ) = 12 sq in I Use 675 x 12 GLB-24F w/ 6 x Post @ Support Page VGA Engineers 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 Bldg, A, Entry Lobby; Beam 3 W=1871 725 plf L = 7 ft Tributary Area R(DL) = 4532 Ib R(TL) = 6551 Ib A = 7 ft X DL R(DL) = 4532 Ib R(TL) = 6551 Ib 07 ft 5 sqft UNITS rw Floor Hall LL Tnb )psf x ( 10 ) ft = 7747 Ib/ft (250 + 40 )psf x ( 07 ) ft = 43 Ib/ft (250 + 700 )psf x ( 55 ) ft = 688 Ib/ft Reaction WDL = 1295 Ib/ft RDL = 4533 Ib Select 35 x 16 PSUVL Fb - 2800 psi Fv = 270 psi E = 20 * 10" psi WTL = 1872 Ib/ft RTL = 6551 Ib Cr> =00 A = 560 Sx = T49 lx = 1W5 CF= 097 req = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = M, = W x L' x 12 / ( 8 x Fb x CF x CD) = 5 W x L4 x 1728 225 51 ' req 384 Deflection Def = x 384 E X L/240 (E x L/360 for LL) W x L4 x 1728 E x lx 744 in 150 m4 (LL) 004 " (TL) 003 " (DL) Req'd Bearing Area Ap = 6551 Ib / 650 psi ( Where Fp = 650 ps< j = 10 sq in Use 35 x 16 PSUVL w/ 6 x Post @ Support Page 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 Bldg. A, Entry Lobby Beam 4 W = 855 725 plf L = 11 ft Tributary Area R(DL) = 985 Ib R(TL) = 4706 Ib A = 11 ft X DL R(DL) = 985 Ib R(TL) = 4706 Ib 07 ft 7 sqft LL Tnb Floor (250 + 40 ) psf x ( 0 7 ) ft = Hall (250 + 100 ) psf x ( 65 ) ft = 43 813 Ib/ft Ib/ft Reaction WDL = 179 Ib/ft RDL = 985 Ib Select 35 x 16 PSUVL WTL = 856 Ib/ft RTL = 4706 Ib psi Fv - 270 psi E = 20 x 10 '" PSI CD - 1 00 A = 560 Sx = 149 1195** * = 097 /4re, = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sre, = W x L' x 12 / ( 8 x Fb x CF x CD) 198 i"' 57 in' 1 req 5 W x L" x 1728 Deflection Req'd Bearing Area 384 ExL/240 (E x L/360 for LL) 5 W x L* x 1728 384 E x L 80 m4 (LL) 012 " (TL) 002 " (DL) Ap = 4706 Ib / 650 psi ( Where Fp = 650 psi ) = 7 sq in Use 35 x 16 PSUVL w/ 6 x Post Support Page VCA Engineers 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 Bldg, A, Entry Lobby: Beam 5 MINIUMt W = 2083 725 plf I II I M II I M II II 1 1 II 1 1 1 1 1 1 1 1 II II 1 1 1 1 M 1 1 II 1 1 i R(DL) = 11039 Ib R(DL) R(TL) = 11460 J t = 11039 Ib Ib R(TL) = 11460 Ib Tributary Area A = 11 ft x 07 ft DL LL 7 sqft Tnb UN If 6, 5! Z ( 1000 )psf x ( 198 ) ft = 1978 Ib/ft Floor (250 + 40 ) psf x ( 0 7 ) ft = 43 Ib/ft Hall ( 250 + 100 )psf x ( 05 ) ft = 63 Ib/ft Reaction WDL = 2007 Ib/ft RDL = 11039 Ib Se/eef 5 ?25 x 1& GLB-24F WTL = 2084 Ib/ft RTL = 11460 Ib Fb - 2400 psi FV = 270 psi E - 1Q x 10" psi Cn = 100 A - 769 m Sy = 192 J"~ lx = 1441 in CF = 0 98 mq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 492 '"' req •nq = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L* x 1728 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L" x 1728 Dof — vLn/C// ~~ -——— ^ «_™—__.__.___._...______. 384 E x I, 162 1002 m'(LL) 026 " (TL) 025 " (DL) Req'd Bearing Area Ap = 11460 Ib / 650 psi = 17 sq in ( Where Fp = 650 psi ) Use 5125 x 15 GLB-24F w/ 4 x Post @ Support Page W/2 VCX\ Engineers I I I I I I I I I 1 I I I I I I I I I KTGY1558 La Costa Glen ILU Bldg. A, Entry Lobby Beam 6 W=7325 plf fi L = 145 ft Tributary Area R(DL) = 2845 Ib R(TL) = 5310 Ib A = 145 ft X 85 ft R(DL) = 2845 to R(TL) = 5310 Ib 123 sqft Wall Floor DL LL Tnb (100 )psf x ( 180 ) ft (250 + 40 )psf x ( 85 ) ft 180 553 Ib/ft Ib/ft Reaction WDL = 393 Ib/ft RDL = 2846 Ib Select 35 x 16 PSUVL F6 = 2800 psi FV ~ 270 psi E = 20 x 10" PSI CD = too WTL = 733 Ib/ft RTL = 5311 Ib A = S, = 560 149 1195 CF = 097 Deflection AKq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sre, = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 Ex/, 241 m' 85 m* Def = x 384 404 in4 (LL) 030 " (TL) 0 16 " (DL) Req'd Bearing Area Ap = 5310 Ib / 650 psi ( Where Fp = 650 psi ) = 8 sq in Use 35 x 16 PSL/VL w/ 4 x Post Support Page V//3 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 Bldg A, Entry Lobby Beam 7 = 9925 plf L = 145 ft Tributary Area R(DL) = 3570 Ib R(TL) = 7195 Ib A = 745ft X 725ft R(DL) = 3570 Ib R(TL) = 7195 Ib 181 sq ft Wall Floor DL LL Tnb (100 )psf x ( 180 ) ft = 180 Ib/ft (250 + 40 )psf x ( 125 ) ft = 873 Ib/ft Reaction WDL = 493 Ib/ft RDL = 3571 Ib Select 35 x 16 PSUVL Fb = 2800 psi Fv = 270 psi £ = 20 * 10" PSI CD = 1 00 WTL = 993 Ib/ft RTL = 7196 Ib A - 560 Sx = 149 lx = 1195 CF = 097 AW, = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = Sre, = W x L' x 12 / ( 8 x Fb x CF x CD) = 326 115 'reej 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L4 x 1728 384 E x I, 007 '" 507 m'(LL) 041 " (TL) 021 " {DL) Req'd Bearing Area Ap = 7195 Ib / 650 psi ( Where Fp = 650 psi ) = 11 sq in Use 35 x 16 PSUVL w/ 4 x Post Support Page VCA Engineers I I I I I I I I I I I I I I I I I I I KTGY1558 Btdg A, Entry Lobby Beam 8 (W,) (W2) Point Load Reaction Max M&V La Costa Glen ILU P = 6760 Ib W1 =1102 5 plf | W2 =525 plf L1 = 9 ft L - 18 ft R1 =12003 Ib R2=9404 Ib DL LL UNiF I/MP...:: c 450 + eo ) psf x ( 105 )n = 1103 W1 DL 473 Ib/ft W1 TL 1103 Ib/ft V UNi' I,"ME ( 450 + 60 ) psf x ( 50 ) ft = 525 W2DL = 225 Ib/ft W2TL = 525 Ib/ft P = ( 25 + 40 ) psf x ( 1040 x 1 0 ) ft2 POL = 2600 Ib PTL = 6760 Ib R1 = 12003 Ib 4996 Ib (DL) R2 = 9404 Ib 3882 Ib (DL) X = L1 = 90 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 63377 ft-lb Max V = R1 - (W1 x d/12 ) = 10625 Ib •ffl - L .'.USE: kUi _-»- «?:> VCA Engineers Page Design Deflection Bearing Area Select CD * Fa = F, = £ = A =n req S — req ~ u = DefTL = Ap = Use 675 x 15 GLB-24F 100 2400 270 fff x 106 (3/2) x V/(FV x CD) = M x 12/(Fb xCF x CD ) = ( For L/240 ) 099 " DefDL = 12003 Ib / 650 psi = ( Where Fp = 650 p si ) 675 x 15 GLB-24F CF a 098- A =• 1013 Sx = 253 /x = 1898 590 m2 325 m" 2081 '"' 047 " 78 sg in w/ 6 x Post @ Support I I I I I I I I I I I I I I I I I I I KTGY 1558 Bldg A, Entry Lobby Beam 9A La Costa Glen ILL) p =0 ib W1 =2131 5 Illlllllll W2 =3136 5 plf L1 = 105 -8—H L = 18 5 ft~ R1 =21454 Ib R2 =26017 Ib ( W1 ) (W2) £ Ciny DL LL f <w ( 450 + 60 ; psf x ( 203 ) ft = 2732 ib/ft W1 DL 914 Ib/ft W1 TL 2732 Ib/ft UM1 fe 3 K ';.- ...... ( 1005 0 ) psf x ( 1 0 ) ft = 1005 Ib/ft CC-lliy UN'- C.0,4P ( 450 + 60 ) psf x ( 203 ) ft = 2132 Ib/ft W2DL = 1919 Ib/ft W2TL = 3137 Ib/ft Reaction R1 = 21455 Ib 10188 Ib (DL) R2 = 26018 Ib 14751 Ib (DL) Max M&V X = R1/W1 =101 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 107977 ft-lb Max V = R2 - (W2 x d/12 ) = 22097 Ib Design Select 675 CD = 100 1$ GLB-24F 098 .VU5E:. WITH ? VCA Engineers Page Deflection Bearing Area Fc = 2400 Fv = 270 £ = 18 x 10B Areq = (3/2) x V/(FV X CD) = Sreq = M x 12/(Fb xCF x CD) = lmq = ( For L/240 ) DefTL = 237 " DefDL = Ap = 26017 Ib / 650 psi = ( Where Fp = 650 p si ) Use 675 x 15 GLB-24F A = 1013 Sx = 253 lx = 189B 1228 m2 553 m" 4874 m " 1 25 " 40 sq in w/ 8 x Post @ Support I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Bldg. A, Entry Lobby Beam 9B W=14275 plf L = 8 ft Tributary Area R(DL) = 4670 Ib R(TL) = 5710 Ib A = 8 ft x R(DL) = 4670 Ib R(TL) = 5710 Ib 65 ft 52 sqft DL LL Tnb Uhiffe,5V fL_C 1005° )psf x ( 10 )ft = 1005 to/ft Floor (250 + 40 ) psf x ( 6 5 ) ft = 423 Ib/ft Reaction WDL = 1168 Ib/ft RDL = 4670 Ib Select 675 x 15 GLB-24F F0 ~ 2400 psi Fv - 270 psi E = 18 *10" PSI WTL= 1428 Ib/ft RTL = 5710 Ib Cn =00 A =• W13 Sx = 253 }x - 1898 CF= 098 Deflection Are, = (3/2) ( WxL/2 - Wxd )/(CD X Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L" x 1728 Def = x 384 E x I, 21 8 59 224 m'(LL) 004 " (TL) 003 " (DL) Req'd Bearing Area Ap = 5710 Ib / 650 psi ( Where Fp = 650 psi ) = 8 sq in 673 X 19 GLB-24F W / £ - 2 A W/ IHAM U5£ fl I- (4C. '<• a , - ...' / Vv VCA Engineers Page V//7 I I I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILL)Page Bldg, A, Entry Lobby; Beam 10 = 1535 plf L = Tributary Area R(DL) = 2131 Ib R(TL) = 4221 Ib A = 55 ft x 170 ft R(DL) = 2131 Ib R(TL) = 4221 Ib 94 sqft Reaction Wall Floor Deck ( ( ( WDL = RDL = Select F> = F-.' = E = DL 150 250 450 775 2131 35 x 2800 270 20 + + Ib/ft Ib 16 psi psi x JO" LL )psf x 40 ) psf x 60 ) psf x PSUVL psi Tnb ( 180 ( 130 ( 40 A = 5x = '* " ; « =; ft =) ft = WTL = RTL = 560 149 1195 270 845 420 1535 4221 ;n' in" m Ib/ft Ib/ft Ib/ft Ib/ft Ib CD - 1 00 = 097 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 'req >req = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 5 W x L" x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 7728 Ex/, Def = x 384 121 26 o/ "' 44 m'(LL) 001 " (TL) 001 " (DL) Req'd Bearing Area Ap = 4221 Ib / 650 psi ( Where Fp = 650 psi ) = 6 sq in Use 35 x 16 PSL/VL w/ 2 - 2 x Stud @ Support VCA Engineers I I I I I I I I I I I I I I I I I 1 I KTGY1558 BJdg A, Entry Lobby Beam 11 La Costa Glen ILU P = 13597 5 Ib W1 =737 plf L1 = 9 ft W2 =474 5 plf L = 18 ft R1 =12841 Ib R2 =11659 Ib EQUlV.UNlf.LOiD Deck W1 DL LL ~( 250 + 40 ) psf x ( 73 ) ft = 475 Ib/ft (450 + 60 ) psf x ( 25 ) ft = 263 Ib/ft DL 295 Ib/ft W1TL = 737 Ib/ft (W2) £ Q UIV UNir LOflP" ( 25 0 + 40 ) psf x ( 73 ) ft = 475 Ib/ft W2DL = 183 Ib/ft W2TL = 475 Ib/ft Point Load Reaction Max M&V Design P = ( 45 60 ) psf x ( 129 5 10 ) ft' DL = 5828 Ib R1 = 12841 Ib 5316 Ib (DL) PTL = 73598 Ib R2 = 11660 Ib 4809 Ib (DL) X = L1 = 90 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 85722 ft-lb Max V = R1 - (W1 x d/12 ) = 11920 Ib n -~ i?o k w ^ l2l/«JL/4t- - 305-7.-« use VCA Engineers Page \JIIJ Deflection Bearing Area CD = 10.0 Ffi - 2400 Fv - 270 E = 18 x 10s Areq = (3/2) x V/(FV x CD) = Sreq -Mx 12/(FbxCF x CD) = I™, = ( For L/240 ) DefTL = 1 13 " DefDL = Ap = 12841 Ib / 650 psi = ( Where Fp = 650 p s; ) Use 675 x 15 GLB-24F CF = 0 98 A - 1013 S* = 253 lx = 18&8 662 m2 439 m " 2381 '"' 047 " 20 sq in w/ 6 x Post @ Support Ml, I I I I I I I I I I I I I I I I I I I KTGY1558 Bldg A, Entry Lobby Beam 12 La Costa Glen ILU P = 5701 5 Ib W1 =1538 25 plf | W2 =2089 5 plf Page Point Load Reaction Max M&V Design Deflection Bearing Area 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II | IJil 1 1 1 1 1 1 UK 1 1 1 1 1 1 JJJ 1 1 1 1 1 1 ] J| %: L1 = 13 ft >\ R1 =18053 Ib DL LL S^ilJV.UNfKjiOAil/ 450 + 60 ) psf x ( 147 W1DL = 659 Ib/ft [TQinv !>'ir loftV ( 450 + eo ) psf x ( 199 W2DL = 896 Ib/ft P = ( 45 + 60 ) psf x ( 543 POL = 2444 Ib R1 = 18053 Ib R2 = 7737 Ib (DL) I , R2 =22271 Ib } ft = 1538 Ib/ft W1TL = 1538 Ib/ft _^ft = 2090 Ib/ft W2TL = 2090 Ib/ft x 1 0 ) ft2 PTL = 5702 Ib 22272 Ib 9545 Ib (DL) X = R1 /W1 = 11 7 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = Max V = R2 - ( W2 x d/12 ) Select 675 x 15 GLB-24F CD = 1 OQ Cf =- FT, = 2WQ A =• FV = 270 Sx - E = 18 x 106 'x = A^ = (3/2) x V/(FV xCD) = 1092 Sreq = M x 12/(Fb xCF x CD )= 543 Ireq = ( For L / 240 ) = 4839 DefrL - 255 " DefDL = 1 09 Ap = 22277 Ib / 650 psi = 34 ( Where Fp = 650 p si ) \ Use 675 x 15 GLB-24F w/ 105939 ft-lb 19660 Ib QW 101 3 253 1898 m2 tn" '"' « sq in 8 x Post @ Support BIM- M. f * n,^: <*&*- 2« * tfb VGA Engineers I I I I I I I I I I I 1 I I I I I I I KTGY1558 Bldg A, Entry Lobby Beam 13 (W2) Reaction Max M&V La Costa Glen ILU P =0 Ib W1=525plf | W2=52 5 plf Page ]f!2l L1 = 9 ft L = 18 ft R1 =472 Ib R2 =472 Ib Deck | W1DL = Deck ( DL ' 450 23 ' 450 LL + 60 Ib/ft + 60 ) psf x ( ) psf x ( 05 05 ) ft = W1TL = ) ft = 53 53 53 Ib/ft Ib/ft Ib/ft W2DL = 23 Ib/ft R1 = 473 Ib 203 Ib (DL) W2TL = 53 Ib/ft R2 = 473 Ib 203 Ib (DL) X = L1 = 90 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 2126 ft-lb Max V = R1 - (W1 x d/12 ) = 403 Ib Design Deflection Bearing Area Select 525 x 16 PSUVL C0 - 1 00 CF - 097 Fs = 2900 A = 840 Fv " 270 Sx = 224 £ = 2.0 x 106 lx= 1792 Areq = (3/2) x V/(FvxCD) = 22 m2 SKq = M x 12/(Fb xCF x CD ) = 9 '"" /req = ( For L / 240 ) = 83 '"' DefjL = 004 " DefDL = 0 02 " Ap = 472 Ib / 650 psi = 1 sq in ( Where Fp = 650 p si ) Use 525 x 16 PSUVL w/ 2 x Trimmer @ Support VCA Engineers I I i i i i i i i i i i i i i i i t i KTGY1558 BIdg A, Entry Lobby Beam 14 (W2) Reaction Max M&V Design La Costa Glen ILU P =0 Ib W1 =32 5 plf | W2 =32 5 plf L1 = 11 ft >] L = 18 ft i R1 =292 Ib R2 =292 Ib Floor W1DL Floor-i^r DL LL (250 + 40 ) psf x ( 05 ) ft = 33 Ib/ft 13 Ib/ft W1TL = 33 Ib/ft (250 + 40 ) psf x ( 05 ) ft = 33 Ib/ft 13 Ib/ft W2TL = 33 Ib/ft R1 =293 113 Ib Ib (DL) R2 = •TL 293 113 Ib Ib (DL) X = R1/W1 =90 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 1316 ft-lb Max V = R1 - (W1 x d/12 ) = 249 Ib PSUVL Page Deflection Bearing Area CD - 1.00 CF = 097 Fe = 2WO A = 840 F, - 270 Sx = 224 E = 20 x We tx = 1792 Areq = (3/2) X V/(FV x CD) = 14 m2 Sreq = M x 12/(FbxCF x CD )= 6 '"" lreq = ( For L / 240 ) = 51 '"' DefTL = 003 " DefDL = 0 01 " Ap - 292 Ib / 650 psi = 0 sq in ( Where Fp = 650 p si ) Use 525 x 16 PSUVL w/ 2 x Trimmer @ Support VGA 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 Micro Lam Floor Joists @ 16" O C - Max Span W=86 775 plf L = 25 ft Tributary Area R(DL) =417 Ib R(TL) = 1084 Ib A = 25 ft X 1 3 ft R(DL) = 417 Ib R(TL) = 1084 Ib 33 sqft DL LL Tnb Floor (250 + 40 ) psf x ( 13 ) ft =87 Ib/ft W DL 33 Ib/ft Reaction RDL = 417 Ib Select 1 - 1 75 x 16 M=L F-D = 2700 psi FV = 270 psi £ = 79 x!0u psi WTL = 87 Ib/ft RTL = 1085 Ib A - 280 Sx f 75 lx - 597 CP= 097 Areq = (3/2) ( WxL/2 - Wxd)/(CDxFv) Srep = W x L' x 12 / ( 8 x Fb x CF x CD) 54 m' 31 m* W x L4 x 1728 384 Deflection Def = x 384 E X L/240 (E x L/360 for LL) W x L4 x 1728 E x L 185 m'(LL) 067 " (TL) 026 " (DL) Req'd Bearing Area Ap = 1084 Ib / 650 psi ( Where Fp = 650 psi ) - 1 sq in Use 1 - 1 75 x 16 M=L w / 2 x Trimmer Support Page VCA Engineers I 1 I I I I I I I I I I I I I I I I I KTGY1558 La Costa Glen ILU Micro Lam Corridor Floor Joists @ 16" O C • Max. Span W= 166875 plf L = 21 ft Tributary Area R(DL) = 350 Ib R(TL) = 1752 Ib A = 21 ft x DL R(DL) = 350 Ib R(TL) = 1752 Ib 00 ft LL 0 sqft Tnb Hall (250 + 100 ) psf x ( 1 3 ) ft = 167 Ib/ft Reaction WDL = 33 Ib/ft RDL = 350 Ib Select 1 - 175 x 16 F-h = 2700 psi F, = 270 ps/ £ = ) 9 * W' ps/ CD = 100 WTL = 167 Ib/ft RTL = 1752 Ib M=L A - Sx ^ 280 75 .597 Cf - 097 AKq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 85 1 req = W x L' x 12 / ( 8 x Fb x CF x CD) W x L4 x 1728 E X L/'240 (E x L/360 for LL)384 Deflection Qgf = _______ 384 W x L" x 1728 £ x I. 42 JOO "' 110 in'(LL) 064 " (TL) 0 13 (DL) Req'd Bearing Area Ap = 1752 Ib / 650 psi ( Where Fp = 650 psi ) = 2 sq in Use 1 - 1 75 x 16 M=L w / 2x Trimmer Support Page VCA Engineers I I I I I i I i i i i i i i i i i i i I I I I I I I I I I I I I I I I I I I 1000 VGA Knuckle Lobby 1, Bldg. A, Wwdow Header (2nd Floor Framing) (B t A H1) W= 179625 plf L = 65 ft Tributary Area Uniform Load R(DL) = 2311 Ib R(TL) = 5837 Ib A = 65 ft x 100 ft R(DL) = 2311 Ib R(TL) = 5837 Ib 65 sqft Roof Wall Hall DL LL Tnb (210 + 16 )psf x ( 100 ) ft (150 )psf x ( 180 ) ft (250 + 100 )psf x ( 93 ) ft 370 Ib/ft 270 Ib/ft 1156 Ib/ft WDL = 711 Ib/ft Reaction 'DL = 2312 Ib R TL 1796 Ib/ft 5838 Ib Select 35 x dS fSL/VL Fb = 2800 psi Fv = 270 psi E = 20 * J0 Cn = J 00 Ps' = 33 3 in 53 if~ 250 in •= 1QO req = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = mq = W x L' x 12 / ( 8 x Fb x CF x CD) W x L4 x 1728 E X L/240 (E x L/360 for LL)384 Deflection 5 W x L" x 1728 Def = x 384 E x /. 245 41 777 in 66 in'(LL) 014 " (TL) 006 " (DL) Req'd Bearing Area Ap = 5837 Ib / 650 psi ( Where Fp = 650 psi ) = 8 sq in Use 35x95 PSUVL w/ 2-2xStud Support VCA Engineers I I I I I I I I I I I I I I I i I 1000 VGA Knuckle Lobby 1, Bldg. A, Door Header Tributary Area Uniform Load Reaction Deflection W= 1515 plf L = 35 ft R(DL) = 1146 Ib R(TL) = 2651 Ib A = 35 ft X 100 ft R(DL) = 1146 Ib R(TL) = 2651 Ib 35 sqft Roof Wall Hall DL LL Tnb ( 210 + 16 )psf x ( 100 ) ft = 370 Ib/ft (150 )psf x ( 180 ) ft = 270 Ib/ft (250 + 100 )psf x ( 70 ) ft = 875 Ib/ft WDi = 655 Ib/ft RDL = 1146 Ib Select 4 x to Fb = 875 psi PV - 270 psj E - 16 * J0" Ps/ Cn = J 00 TL 1515 Ib/ft 2651 Ib A = 324 m Sx = SO m' lx = 2-31 in CF= 120 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 'req req = W x L' x 12 / ( 8 x Fb x CF x CD) 82 '"' 27 m~ 384 W x L4 x 1728 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 [)ef = x 384 Req'd Bearing Area E x lx Ap = 2651 Ib / 625 psi ( Where Fp = 625 psi ) 10 "' 12 m'(LL) 001 " (TL) 001 " (DL) = 4 sq in Use 4 x 10 DF#2 w / 2 - 2 x Stud @ Support VCA Engineers I I I I I I I I I I I I I I I I I I I 1000 VGA Knuckle Lobby 1, Bldg A, Stairway Beam (2nd Floor Only) (QUA M 3) W = 875 plf L = 85 ft Tributary Area R(DL) = 743 Ib R(TL) = 3718 Ib A = 85 ft x 00 ft R(DL) = 743 Ib R(TL) = 3718 Ib 0 sqft Hall W DL LL Tnb (250 + 100 )psf x ( 70 ) ft =875 /fa/ft DL Reaction R DL 175 Ib/ft = 744 Ib WTL = 875 Ib/ft RTL = 3719 Ib Select 6 x 12 DF#1 Fti = 1350 p$i F, = 270 ps/ £ = 16 x10" PSI CD ~ 1QQ A - 533 m Sx - 727 in' lx - 697 "i CF =00 A,eq = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 760 '"" Sre, = W x L' x 12 / ( 8 x Fb x CF x CD) = 70 '"" 1 req 5 W x L" x 7728 384 £ X L/240 (E x L/360 for W x L" x 1728 Deflection Def = 384 x — E x L 707 '" 45 m4 (LL) 009 " (TL) 002 " (DL) Req'd Bearing Area Ap = 3718 Ib / 625 psi ( Where Fp = 625 pa ; = 5 sq in Use 6 x 12 DF#1 w/ 2-2xStud Support VCA Engineers Page I I I I I I I I I I I I I I I I 1000 VGA Page \JfrJ Knuckle Lobby 1, Bldg A, Door Header (Upper Floors) {$£&M -4} Tributary Area Reaction Deflection W = 520 plf Wall Hall III ' R(DL) R(TL) A = ( ( Illlllllllilllll = 210 Ib = 910 Ib 35 ft x DL ' 100 '250 + 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / - 0 K ft ^T R(DL) = 210 Ib R(TL) = 910 Ib 00 ft = 0 sqft LL Tnb )psf x ( 20 ) ft = 20 100 )psf x ( 40 ) ft = 500 Ib/ft Ib/ft WDL = 120 Ib/ft RDL = 210 Ib Select 4x6 DF#2 Ft, = 875 psi A = F, - 270 psi Sx = E = 16 x 10" psi jx ^ CD = 100 CF - Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sreq = W x /." x 12 / ( 8 x Fb x CF x CD) WTL= 520 Ib/ft RTL = 910 Ib 19 3 in ' 49 m 1 30 37 m' 8 m~ 1 req 5 W x L* x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 E x I, Def = x 384 0 "' 2 m" (LL) 002 " (TL) 001 ' (DL) Req'd Bearing Area Ap = 910 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4x6 DF#2 w / 2x Trimmer Support VCA Engineers JOB LA Q95TA £\l\) VGA VGA ENGINEERS 295-A Rampart Street Orange, California 92868 714 978-9780 SHEET NO .OF_ CALCULATED RV -5".M f~ CHECKED BY SCALE DATE. DATE. IQ/tt/99 OFF5ET UIAIU %"Q.C 6s -- -705" MAX hAX.^730 -WJ-, * ' A = WALL 1,75111- £fi PKODUCT 2M 1 lS<ngh! Saeetsi 2051 (Padded) I I I I I I I I I I I I I I I I I I I V/3/ JANITOR'S CLOSET A kWJCHE 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 Bldg. A, Knuckle 2, Elevator Lobby Beam 1 W=1654 plf Tributary Area Uniform Load Illlllllllll Mill II MMI 1 — 0 C A R(DL) = 1057 Ib R(TL) = 2894 Ib Roof Wall A = 35 ft DL ( 21 0 ( 150 ££ (250 Illlllllllll i R(DL) R(TL) -- 1 k = 7057 Ib •-2894 Ib x 70 ft = 25 sqft LL Tnb + 16 )psf x ( 70 ) ft = )psf x ( 180 ) ft = + 725 )psf x ( 75 ) ft = 259 Ib/ft 270 Ib/ft 1125 Ib/ft Reaction WDL = 605 Ib/ft RDL = 1058 Ib Select 4 x 10 F6 = 875 psi Fv - 270 ps; E * 16 * W PSI Cn = J 00 A = I* = CF = WTL = 7654 Ib/ft RTL = 2895 Ib 324 if 50 in* 231 m 7 20 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = SH,, = W x L' x 12 / ( 8 x Fb x CF x CD) 90 29 5 W x L4 x 1728 Deflection Req'd Bearing Area 1 req - X 384 E 5 384 Ap = 2894 C Where Fp = Use 4 x 10 X L/240 (E x L/360 for LL) 11 in" ( LL ) W x L" x 1728 - o no " /r; )_ L> l/£ ( 1 i-y E X lx 001 " (DL) Ib / 625 psi = 4 sq in = 625 psi ) DF#2 w/ 2 x Trimmer @ Support J 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 Page Bldg. A, Knuckle 2, Elevator Lobby Beam 2 W = 83 3333333333333 plf L = 65 ft Tributary Area R(DL) = 54 Ib R(TL) = 270 Ib A = 65 ft X 00 ft R(DL) = 54 Ib R(TL) = 270 Ib 0 sqft DL LL Tnb Hall (250 + 100 )psf x ( 07 ) ft = 83 Ib/ft Reaction WDL = 17 Ib/ft RDL = 54 Ib Select 4 x a DF#2 Fh = 875 psi A = F, = 270 psi Sx = £ - 16 x*&* P* I* = Areq = (3/2) ( WxL/2 - Wxd )/(CDx Fv ) Srep = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L" x 1728 384 E X L/240 (E x L/360 for LL) WTL= 83 Ib/ft RTL = 271 Ib 254 in* 31 in" 111 it> 1 30 12 m" 5 m- Deflection Def = x 384 W x L* x 1728 E x L 0 '" 2 in4(LL) 002 " (TL) 000 " (DL) Req'd Bearing Area Ap = 270 Ib / 625 psi ( Where Fp = 625 psi ) = 0 sq in Use 4x8 DF#2 w/ 2 x Trimmer @ Support 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 Page BJdg. A, Knuckle 2, Elevator Lobby Beam 3 (3-pomt Bearing; Long Span) W = 1425 plf Tributary Area Reaction Illllllllllllllllllllllllllllllllllllllllllllllllllllll f 1 _ .fO ff R(DL) = 1543 Ib R(TL) = 9262 Ib A = 13 ft X 00 ft DL LL iT'^A&f ( 250 + 725 )psf x (_ WDL = 238 Ib/ft RDL = 1544 Ib Select 675 x 135 GLB-24F Fn = 2400 psi F. = 270 PSi £ ^ 7 s x10u psi A 1 R(DL) = 1543 Ib R(TL) = 9262 Ib 0 sqft Tnb 95 ) ft = 7425 Ib/ft WTL = 7425 Ib/ft RTL = 9263 Ib A = 9T 1 in' Sx * 205 '"" ~ 1-00 = 099 /lreQ = (3/2) ( WxL/2 - Wxd)/(CDxFv) = 426 '"' ;rep = IV x L' x 12 / ( 8 x Fb x CF x CD) 'rep Deflection Req'd Bearing Area 5 W x L" x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L* x 1728 384 E x lx 152 fOJ 111 196 m" {LL) 037 " (TL) 006 " (DL) Ap = 9262 Ib / 650 psi ( Where Fp = 650 psi ) = 14 sq in Use 675 x 135 GLB-24F w/ 6 x Post Support 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 Page Bldg. A, Knuckle 2, Elevator Lobby Beam 3 (3-potnt Bearing, Short Span) W=1725 plf Tributary Area Reaction Mill r R(DL) = R(TL) = A = lOtfAGt ~( WDL = RDL = Select £ = CD = 1 Illlllllllllllllllllllll / - 5 ft 718 Ib 4312 Ib 5 ft x 00 ft DL LL 250 + 125 )psf x 288 Ib/ft 719 Ib 675 x 135 GLB-24F 2400 psi 270 psi 18 x 10" psi 1 00 Illllll 1 1 ||llll 1 1 1 1 1 1 1 R(DL) = 718 Ib R(TL) = 4312 Ib 0 sqft Trib ( 11 5 ) ft = 1725 WTL = 1725 RTL = 4313 A = 9T 1 /n " Sx = 205 in~ /„ = 1384 if Cf« 099 Ib/ft Ib/ft Ib Areq = (3/2)(WxL/2 - Wxd)/(CDxFv) = Deflection = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L" x 1728 Def = x 384 E x I, 132 27 D4 '" 13 m4 (LL) 001 " (TL) 0 00 (DL) Req'd Bearing Area Ap = 4312 Ib / 650 psi ( Where Fp = 650 psi ) = 6 sq in Use 675 x 135 GLB-24F w/ 6 x Post @ Support 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 Bldg. A, Knuckle 2, Elevator Lobby Beam 4 = 4375 plf L = 55 ft Tributary Area R(DL) = 240 Ib R(TL) = 1203 Ib A = 55 ft X 00 ft R(DL) = 240 * R(TL) = 1203 Ib 0 sqft DL LL Tnb Hall (250 + 100 ) psf x ( 35 ) ft =438 Ib/ft Reaction WDL = 88 Ib/ft RDL = 241 Ib Select 4 x 10 DF#2 FK = 875 psi FV = 270 psi £ = -IB *W Ps< Crj ~ 100 WTL = 435 Ib/ft RTL = 1203 Ib A =324 50 23? = 1 20 Areq = (3/2)(WxL/2 - Wxd )/(CD x Fv ) Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 384 Def = 384 W x L4 x 1728 E X L/240 (E x L/360 for LL) W x L" x 1728 x -— Ex/, 48 19 u '" 6 m*(LL) 002 " (TL) 000 " (DL) Req'd Bearing Area Ap = 1203 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4 x 10 DF#2 w/ 2x Trimmer @ Support Page 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 Bldg. A, Knuckle 2, Etevator Lobby Beam 5 W=531 25 plf L = 4 ft Tributary Area R(DL) = 212 Ib R(TL) = 1062 Ib A = 4 ft x R(DL) = 212 Ib R(TL) = 1062 Ib 00 ft 0 sqft DL LL Tnb Hall (250 + 100 )psf x ( 43 ) ft =531 Ib/ft Reaction A = 'req WDL = 106 Ib/ft RDL = 213 Ib Select 4 x 10 DF#2 FD = 875 ps/ Fv - 270 psi £ = 16 x 1&" psi CD = 1 00 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 WTL= 531 Ib/ft RTL = 1063 Ib 324 in 50 ln' 231 ^ 720 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L* x 1728 Hof — vLxC?f —~ -——— ^ ——«______•-•————™— 384 Exl* 36 12 (J "' 3 m4(LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 1062 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in I Use 4 x 10 DF#2 w / 2x Trimmer @ Support Page Y/37 VGA 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 Page Bldg A, Knuckfe 2, Elevator Lobby Beam 6 W=14375 plf L = 35 ft Tributary Area R(DL) = 448 Ib R(TL) = 2515 Ib A = 35 ft X 63 ft R(DL) = 448 Ib R(TL) = 2515 Ib 22 sqft DL V,-G£ (250 Hall (250 Reaction WDL = 256 Ib/ft RDL = 448 Ib Setect 4 x 10 DFM2 Ft, = 875 psi Fv = 270 psi E = 16 x10u PSI CD = 100 LL Trib + 125 )psf x ( 63 ) ft = + 100 )psf x ( 40 ) ft = 938 500 Ib/ft Ib/ft WTL = 1438 Ib/ft RTL = 2516 Ib A = 324 in* SK = 50 w" tx •= 231 * CF= 120 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = >rsq = W x L' x 12 / ( 8 x Fb x CF x CD) 78 25 5 W x L4 x 1728 Deflection Req'd Bearing Area 1 req Def = ' Use 384 E 5 384 Ap = 2515 ( Where Fp = 4 x 10 XL/240 (E x L/360 for LL) 5 m'(LL) W x L" x 1728 E X lx 000 " (DL) Ib / 625 psi = 4 sq in -- 625 psi ) i DF#2 iv / 2 x Trimmer @ Support j 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 Bldg. A, Knuckle 2, Elevator Lobby Beam 7 W=84375 plf L = 8 ft Tributary Area R(DL) = 675 Ib R(TL) = 3375 Ib A = 8 ft x R(DL) = 675 Ib R(TL) = 3375 Ib 00 ft 0 sqft Hall DL LL Tnb (250 + 100 )psf x ( 68 ) ft =844 Ib/ft Reaction WDL = 169 Ib/ft RDL = 675 Ib Select 6 x 12 DF#2 F0 = 875 psi Fv = 270 psi £ = 13 x ^u psi CD ~ tOO WTL = 844 Ib/ft RTL = 3375 Ib A = 633 m Sx * 121 m' lx - 697 in Cf~ 700 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 143 '"' ' req - W x L' x 12 / ( 8 x Fb x CF x CD)93 W x L4 x 1728 'req 384 E X L/240 (E x L/360 for LL) Deflection 5 W x L" x 1728 Def = x 384 £ x /„ 70U "' 45 m" (LL) 009 " (TL) 002 " (DL) Req'd Bearing Area Ap = 3375 Ib / 625 psi ( Where Fp = 625 psi ) = 5 sq in Use 6 x 12 DF#2 w/ 2 • 2 x Stud @ Support Page VGA Engineers 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 Page BJdg. A, Knuckle 2, Etevator Lobby Beam 8 W= 781 25 plf L = 135 ft Tributary Area R(DL) = 1054 Ib R(TL) = 5273 Ib A = 135 ft X 00 ft R(DL) = 1054 Ib R(TL) = 5273 Ib 0 sqft Hall DL LL Tnb (250 + 100 )psf x ( 63 ) ft = 781 Ib/ft Reaction WDL = 156 Ib/ft RDL = 1055 Ib Select 675 x 135 GLB-24F Fb = 2400 psi Fv = 270 psi £ = is x1Qu psi CD = 100 781 Ib/ft RTL = 5273 Ib A = 9f 1 m Sx ~ 205 m' !„ - 13&4 "i Cf = 099 req = (3/2) ( W x L / 2 - Wxd)/(CDxFv) = 244 req=WxL':x12/(8xFbxCFxCD) = 90 Deflection 5 W x L4 x 1728 384 E x L/240 (E x L/360 for LL) 5 W x L* x 1728 E x I, Def = x 384 407 //; 144 in* (LL) 023 " (TL) 005 " (DL) Req'd Bearing Area Ap = 5273 Ib / 650 psi ( Where Fp = 650 psi ) = 8 sq in Use 675 x 135 GLB-24F w/ 2-2 x Stud @ Support VCA Engineers 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 Bldg. A, Knuckle 2, Elevator Lobby Beam W = 750 plf L - 8 ft Tributary Area R(DL) = 600 Ib R(TL) = 3000 Ib A = 8 ft x DL R(DL) = 600 Ib R(TL) = 3000 Ib 00 ft LL 0 sqft Tnb Hall ( 250 + 100 )psf x ( 60 ) ft = 750 Ib/ft Reaction WDL = 150 Ib/ft RDL = 600 Ib Select 6 x 12 DF#2 Fb = 875 psi Fv = 270 psi £ = 13 x iO1- psi C = 1 00 WTL = 750 Ib/ft RTL = 3000 Ib A - 633 in Sx = 721 '"" CF = 1 00 Areq = (3/2)(WxL/2 - Wxd )/(CD x Fv ) = 'rep 'req = W x L* x 12 / ( 8 x Fb x CF x CD) 5 W x L" x 1728 Deflection LJGf ™~ " 384 E X L/240 (E x L/360 for LL) 5 W x L4 x 1728 384 E x lx 127 82 v5J '" 40 tn"(LL) 008 " (TL) 0 02 (DL) Req'd Bearing Area Ap = 3000 Ib / 625 psi ( Where Fp = 625 psi ) = 4 sq in i Use 6 x 12 DF#2 w/ 2 - 2 x Stud @ Support Page 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 Page ]/141 BJdg. A, Knuckle 2, Elevator Lobby Beam 10 {3rd Floor) W = 1050 plf Tributary Area nil jfiijlj ii 1 1 ii inn ii inn mini 1 1 1 1 1 1 f / - 7 ft R(DL) = 612 Ib R(TL) = 3675 Ib A = 7 ft x 00 ft = 0 DL LL Tnb STORAGt (250 + 125 )psf x ( 70 ||lllll|ll | ,t 1 R(DL) = 612 Ib R(TL) = 3675 Ib sqft ) ft = 1050 Ib/ft Reaction WDL = 175 Ib/ft RDL = 613 Ib Select 5125 x 9 GLB-24F F0 = 2400 psi Fv = 270 psi £ = 78 XW PSI C0 - 100 A = Sx * WTL = 1050 Ib/ft RTL = 3675 Ib 69 m' 311 id = 100 1 req = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = 160 '"' Deflection Sreq = W x L' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L /240 (E x L/360 for LL) 5 W x L* x 1728 Dei = x 384 E x I, 32 in* 23 in" (LL) 010 " (TL) 002 ' (DL) Req'd Bearing Area Ap = 3675 Ib / 650 psi ( Where Fp = 650 psi ) = 5 sq in Use 5125 x 9 GLB-24F w/ 2-2xStud @ Support 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 Page BJdg. A, Knuckle 2, Elevator Lobby Beam 10A (2nd Floor) W= 1050 plf L = 35 ft Tributary Area R(DL) = 306 Ib R(TL) = 1837 Ib A = 35 ft x 00 ft R(DL) = 306 Ib R(TL) = 1837 Ib DL LL 0 sqft Tnb 5T:i?AOE C 250 + 125 )psf x ( 70 ) ft = 1050 Ib/ft Reaction WDL = 175 Ib/ft RDL = 306 Ib Select 4x6 DF#2 Ffi = 875 psi Fv - 27Q psi £ = 16 xW~ psi CD - 100 - 1050 Ib/ft RTL = 1838 Ib A = 2$4 Sx s 31 •tx - 1-11 -= 1 30 in Deflection A*,, = (3/2)(WxL/2 - Wxd)/(CDxFv) Srep = W x L< x 12 I ( 8 x Fb x CF x CD) 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L* x 1728 384 E x I, 67 17 3 m'(LL) 002 " (TL) 000 " (DL) Req'd Bearing Area Ap = 1837 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in Use 4x8 DF#2 w/ 2x Trimmer Support VGA Engineers I I I I I I I I I I I I I I I I I I I 2) ENTRY L LOUNGE . A KNUCKUZ 1.0UNC-E 2- I I I 1 I I I I I I I I I I I I I I I KTGY 1558 La Costa Glen ILU Bldg A, Knuckle 2, Lobby/Lounge Beam 1 P =0 Ib W1 =2880 plf f W2 =2480 plf Page Illlllllllllllllllllllllllllllllllllllllllllllllllllllllllll (W,) W (W2) Reaction Max M&V Design Deflection Bearing Area % L1 = 45 ft >|i '• ^ ,_ „.„ i -f -4 r ft , . —^ L — 7 7 0 ft R1 =15707 Ib DL LL 1AUZ£0 5'4 UW ( WOO ) psf x ( Floor (250 + 40 ) psf x ( U^U (250 + 700 _Lpsf x (_ W1DL = 2600 Ib/ft £QUIV UMf LOAD ( 1000 ) psf x ( Floor (250 + 40 ) psf x ( Wll, ( 250 + 100 ) psf x ( W2DL = 2200 Ib/ft R1 = 15708 Ib 14098 Ib (DL) i R2=14 250 ) ft = 20 ) ft = 20 ) ft = W1TL = 21 0 ) ft = 20 ; ft = 20 ; ft = W2TL = R2 = 14612 13002 512 Ib 2500 Ib/ft 130 Ib/ft 250 Ib/ft 2880 Ib/ft 2100 Ib/ft 130 Ib/ft 250 Ib/ft 2480 Ib/ft Ib Ib (DL) X = R2/W2 = 56 ft ( Measured from R1 ) Max M = R2 x X - W2 x X(*2)/2 = Max V = R1 - (W1 x d/12 ) Select 675 x 15 GLB-24F CD = r 00 Fh = 2400 Fv - 270 E * 18 x 10* Amq = (3/2) x V/(FV x CD) = Sre(? = M x 12/(FbxCF x CD) = I req = ( For L / 240 ) DefrL = 036 " DefDL = Ap = 15707 Ib / 650 psi = ( Where Fp = 650 p si ) Use 675 x 15 GLB-24F 43048 12108 CF - 098 A = 1Q13 •Sx = 253 lx = 18&8 673 m2 221 in" 1203 '"' 033 " 24 sq in ft-lb Ib w/ 6 x Post @ Support VCA Engineers 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 Page Bldg. A, Knuckle 2, Lobby/Lounge Beam 2 W= 1350 plf L = 7 ft Tributary Area R(DL) = 2205 Ib R(TL) = 4725 Ib A = 7 ft x DL R(DL) = 2205 Ib R(TL) = 4725 Ib 180 ft 126 sqft LL Tnb Wall ( 100 )psf x ( 180 ) ft = 180 Ib/ft Floor (250 + 40 ) psf x ( 180 ) ft = 1170 Ib/ft Reaction WDL = 630 Ib/ft RDL = 2205 Ib Setect 5125 x 10.5 GLB-24F Fb = 2400 psi F, - 270 psi E = is * 10" f>si C0 = 1 00 WTL = 1350 Ib/ft RTL = 4725 Ib A - 538 '" SK - 94 m lx a 494 in CF = 100 = (3/2)(WxL/2 - Wxd )/(CD x Fv ) = 197 in* ' req •req = W x L' x 12 / ( 8 x Fb x CF x CD) Deflection 5 W x L4 x 1728 384 E X L/240 (E x L/360 for LL) 5 W x L* x 1728 Ex/, Def = x 384 41 770 "' 81 m'(LL) 008 " (TL) 004 " (DL) Req'd Bearing Area Ap = 4725 Ib / 650 psi ( Where Fp = 650 psi ) = 7 sq in Use 5125 x 105 GLB-24F w/ 4 x Post @ Support VCA Engineers 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 Btdg A, Knuckle 2, Lobby/Lounge Beam 3 P = 6200 Ib W1 =12775 plf L1 = 7 ft W2 =12775 plf L = 135 ft- R1 =11608 Ib DL R2 =11837 Ib LL £QIM UM r lOKf.. ( 1000 ) psf x ( 105 ) ft = 1050 Ib/ft Floor (250 + 40 ) psf x ( 35 ) ft = 228 Ib/ft W1 DL 1138 Ib/ft W1TL = 1278 Ib/ft _...EftUIV..i;>!r IOA9 (woo ) psf x ( 10 5 ) ft = 1050 ib/ft Floor ( 25 0 + 40 ) psf x ( 35 ) ft = 228 Ib/ft Point Load Reaction Max M&V W2 DL 1138 Ib/ft P = ( 100 0 ) psf x ( 620 W2TL = 1278 Ib/ft 10 ) ft' PDL = 6200 Ib R1 = 11608 Ib 10663 Ib (DL) TL 6200 Ib R2 = 11838 Ib 10893 Ib (DL) X = L1 = 70 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 49959 ft-lb Max V = R2 - (W2 x d/12 ) = 10241 Ib VCA Engineers Page Des;gn Deflection Bearing Area Select 875 x 15 GLB-24F CD - 1 00 Ffl = 2400 FV * 270 £ = 19 x 106 Areq = (3/2; x V/CF, x C0; = Sreq = M x 12/(Fb xCF x CD ) = I req = ( For L / 240 ) DefTL = 035 " DefDL = Ap = 11837 Ib / 650 psi = ( Where Fp = 650 p si ) Use 875 x 15 GLB-24F Cf = 099 A = 1313 $x = 326 lx = 2461 569 m2 256 '"" 1282 m" 032 " 18 sq in w/ 8 x Post @ Support 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 Bldg A, Knuckle 2, Lobby/Lounge Beam 4 P = 6700 Ib Point Load Reaction Max M&V Design W1 =65 plf L1 = 15 ft > L = 65 ft W2 =65 plf R1 =5365 Ib R2=1757 Ib Floor DL LL (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W1DL = 25 Ib/ft W1TL = 65 Ib/ft Floor (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W2,25 Ib/ft W2TL = 65 Ib/ft P = ( 100 + 0 ) psf x ( 670 x 10 ) fti PDL = 6700 Ib PTL = 6700 Ib R1 =5365 Ib 5235 Ib (DL) R2 =1757 Ib 1627 Ib (DL) X = L1 = 15 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 7975 ft-lb Max V = R1 - (W1 x d/12 ) = 5292 Ib Select 5i25 x 13.S CD = f 00 GLB-24F Cf = VCA Engineers Page Deflection Bearing Area Fj, = 2400 F, = 270 E = 18 * ioe Areq = (3/2) x V/(FV x CD) = Sre, = M x 12/(Fb xCF x CD) = 're, = ( For L/240 ) DefTL = 003 " DefDL = Ap = 5365 Ib / 650 psi = ( Where Fp = 650 p si ) Use 5125 x 135 GLB-24F A = 692 Sx - 156 lx = 1051 294 in2 40 m" 90 m^ 003 " 8 sq in w/ 4 x Post @ Support I I I I I I I I I I I I I I I I I I 1 KTGY 1558 La Costa Glen ILU Bldg A, Knuckle 2, Lobby/Lounge Beam $ P = 9200 Ib W1 =292 5 plf | W2 =725 plf Page (W, ) (W2) Point Load Reaction Max M&V Design Deflection Bearing Area llllllllllllllllllllllllllllllllllllllllLLIIIll J 1 1 111 1 1 1 II ^ — L1 = 6 ft >\ R1 =6650 Ib DL LL 1 1 R2=8291 Ib Floor (250 + 40 ) psf x ( 45 ) ft = 293 Ib/ft W1DL = 113 Ib/ft W1TL = 293 Ib/ft _.6QUlV U"i ' U)AP (1000 ) psf x ( 32 ) ft = 320 Ib/ft Floor (250 + 40 ) psf x ( 30 ) ft = 195 Ib/ft Deck (450 + 60 ) psf x ( 20 ) ft = 270 Ib/ft W2DL = 485 Ib/ft W2TL = 725 Ib/ft P = ( 100 + 0 ) psf x ( 920 x 1 0 ) ft2 PDL = 9200 Ib R1 = 6651 Ib R2 5537 Ib (DL) X = L1 = 60 ft ( Measured Max M = R1 x X - W1 x X(*2)/2 = Max V = R2 - ( W2 x d/12 ) = Select 675 x 135 GLB-24F CD - 100 CF Ft = 2400 A Fv ~ 270 $x e = re * we i* PTL = 9200 Ib 8292 Ib 7006 Ib (DL) from R1 ) 34639 ft-lb 7476 Ib = 099 = 91 1 205 13B4 Areq = (3/2) x V/(FV xCD) = 415 <n2 SKq = M x 12/(FbxCF x CD)= 175 m" Ireq = ( For L/240 ) = 593 '"' DefTL = 025 " DefDL = 021 " Ap = 8297 Ib / 650 psi = 13 sq in ( Where Fp - 650 p si ) Use 675 x 135 GLB-24F w/ 4 x Post @ Support VCA Engineers I I I I I I I I I I I I I I I I I I 1 KTGY1558 La Costa Glen ILU BJdg. A, Knuckle 2, Lobby/Lounge Beam $ W=4225 plf fi L = 7 ft Tributary Area R(DL) = 568 Ib R(TL) - 1478 Ib A = 7 ft X R(DL) = 568 Ib R(TL) = 1478 Ib 65 ft 46 sqft Floor DL LL Tnb (250 + 40 )psf x ( 65 ) ft =423 Ib/ft Reaction WDL = 163 Ib/ft RDL = 569 Ib Select 6 x fO DF#1 Fb = 1350 p$i Fv = 27<? PS/ CD = ^w R TL 423 Ib/ft 1479 Ib A = 523 -in Sx - 93 m' /x = 393 M' Cp= 100 = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) = W x L.' x 12 / ( 8 x Fb x CF x CD) 5 W x L4 x 1728 <req 384 E X L/240 (E x L/360 for LL) W x L4 x 1728 Deflection Def =• 384 E x I, 64 23 47 "I 24 m4 (LL) 004 " (TL) 001 " (DL) Req'd Bearing Area Ap = 1478 Ib / 625 psi ( Where Fp = 625 psi ) = 2 sq in Use 6 x 10 DF#1 w/ 2 x Trimmer Support 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 Bldg A, Knuckle 2, Lobby/Lounge Beam 7 W1 =1455 plf (W2) Point Load Reaction Max M&V Design Deflection Bearing Area P = 5800 Ib L1 = 13 ft- W2 =65 plf L = 16 ft I R1 =12336 Ib R2 =12573 Ib LL Floor DL C 7000 ; psf x ( 87 ) ft = 870 Ib/ft (250 + 40 ) psf x ( 90 ) ft = 585 Ib/ft W1DL = 1095 Ib/ft W1TL = 1455 Ib/ft Floor (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W2DL = 25 Ib/ft W2TL = 65 Ib/ft P = ( 100 + 0 ) psf x ( 580 x 10 ) ft2 POL = 5800 /fa R1 = 12337 Ib 9547 Ib (DL) PTL = 5800 Ib R2 = 12573 Ib 10563 Ib (DL) X = R1/W1 =85 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 52299 ft-lb Max V = R2 - (W2 x d/12 ) = 72492 Ib Select 8.75 x 15 GLB-24F Page CQ = J 00 F6 = 2400 Fv - 270 E ~ 18 x -to6 Amq = (3/2) x V/(FV x CD) = Smq = M x 12/(Fb xCF x CD ) = IVQ = ( For L/240 ) DefTL = 062 " DefDL = Ap = 72573 Ib / 650 psi = ( Where Fp = 650 p si ) Use 875 x 15 GLB-24F CF = 0 98 A - 1313 Sx = 328 la - 2461 694 m2 268 m" 1913 '"' 050 " 19 sq in w/ 6 x Post @ Support VCA Engineers 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 Bldg A, Knuckle 2, Lobby/Lounge Beam 8 P = 6800 Ib (W, ) (W2) Point Load Reaction Max M&V Design W1 =65 plf L1 = 4 ft W2 =1065 plf L = 9 ft R1 =5459 Ib R2 =6925 Ib Floor W1 DL LL (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft DL 25 Ib/ft Win = 65 Ib/ft Floor 7000 )psfx( 100 )ft = WOO Ib/ft (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W2 DL 1025 Ib/ft P = ( 100 0 ) psf x ( 680 W2TL = 7065 Ib/ft 10 ) ft' PDL = 6800 Ib R1 = 5459 Ib 5279 Ib (DL) PTL = 6800 Ib R2 = 6926 Ib 6746 Ib (DL) X = L1 = 40 ft ( Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 27377 ft-lb Max V = R2 - (W2 x d/12 ) = 5728 Ib Select 5125 x 135 CD = 1QO GLB-24F 099 VCA Engineers Page Deflection Bearing Area Ffi * 2400 Pv - 270 E * 18 x- 106 Areq = (3/2) x V/(FV x CD) = Sreq = M x 12/(Fb xCF x CD ) = lmq = ( For L/240 ) DefjL = 013 " DefDL = Ap = 6925 to / 650 psi = ( Where Fp = 650 p si ) Use 5125 x 135 GLB-24F A = 692 Sx = 156 lx ~ 1051 318 I"2 108 in" 301 in" 013 " 11 sq in w/ 4 x Post @ Support I I I i I I i i i i i i i i i i i i i KTGY1558 La Costa Glen ILU Bldg A, Knuckle 2, Lobby/Lounge Beam 9 = 44625 plf L = 35 ft Tributary Area R(DL) = 334 Ib R(TL) = 780 Ib A = 35 ft X 43 ft R(DL) = 334 Ib R(TL) = 780 Ib 15 sqft Deck DL LL Tnb (450 + 60 )psf x ( 43 ) ft =446 Ib/ft Reaction WDL = 191 Ib/ft RDL = 335 Ib Select 4x8 DF#2 Fb = 875 psi Fv = 95 psi E = 16 x 70" PSI CD = 1 oo RTL = 446 Ib/ft 781 Ib A = 254 in Sx = 31 m' lx = 111 m CF = 1 30 Areq = (3/2) ( WxL/2 - Wxd )/(CD x Fv ) Sn, = W x L' x 12 / ( 8 x Fh x CF x CD) ' req X 384 W x L4 x 1728 E X L/240 (E x L/360 for LL) Deflection 5 W x L4 x 1728 Def = x 384 E x L 81 7 0 "i 3 m"(LL) 001 " (TL) 000 " (DL) Req'd Bearing Area Ap = 780 Ib / 625 psi ( Where Fp = 625 psi ) = 1 sq in Use 4 x 8 DF#2 w/2 x Trimmer (£g Support Paoey/53 VCA Engineers I I i I 1 I I I I I I I I I I I I I KTGY 1558 La Costa Glen ILL) Bldg A, Knuckle 2, Lobby/Lounge Beam 10 P = 3300 Ib (W2) Point Load Reaction Max M&V Design Deflection Bearing Area W1 =550 plf i U L1 = 8 ft W2 =900 plf L = 10 ft R1 =3480 Ib DL LL Floor (250 + 40 Deck (450 + 60 R2 =6020 Ib ) psf x ( 20 ) ft = 130 Ib/ft ) psf x ( 40 ) ft = 420 Ib/ft W1 DL 230 Ib/ft Win = 550 Ib/ft Floor ( Deck ( W2DL = 7000 250 450 580 + 40 + 60 Ib/ft ) psf x ( ) psf x ( ) psf x ( 35 20 40 ) ft ) ft ) «W2TL = = 350 130 420 900 Ib/ft Ib/ft Ib/ft Ib/ft P =100 psf x 330 10 PDL = 3300 Ib R1 =3480 Ib 1880 Ib (DL) PTL = 3300 Ib R2 = 6020 Ib 4420 Ib (DL) X = R1/W1 =63 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 11009 ft-lb Max V = R2 - (W2 x d/12 ) = 5345 Ib GIB-24F VCA Engineers Page CD = P* = P. = e = Anq = sreq = ' req ~ DefTL = Ap = Use 100 2400 270 18 x ia5 (3/2) x V/(FV x CD) = M x 12/(Fb xCF x CD ) = ( For L/240 ) 046 " DefDL = 6020 Ib / 650 psi = ( Where Fp = 650 p si ) 5125 x 9 GLB-24F O = 1 00 A = 461 lx = 311 297 m2 55 m" 285 m" 030 " 9 sq in w/ 4 x Post @ Support I f I I I I I I I i i i i KTGY 1558 La Costa Glen ILL) BJdg A, Knuckle 2, Lobby/Lounge Beam 11 P =0 Ib Reaction Max M&V W1 =1260 plf U. L1 = 11 ft- W2 =1340 plf L = 18 ft R1 =11448 Ib R2 =11791 Ib LLDL Wall (1000 ) psf x ( 113 )ft = 1130 Ib/ft Floor (250 + 40 ) psf x ( 20 ) ft = 130 Ib/ft W1 DL 1180 Ib/ft W1TL = 1260 Ib/ft Wall Deck (1000 ) psf x ( 113 ) ft = 1130 Ib/ft (450 + 60 ) psf x ( 20 ) ft = 210 Ib/ft W2DL = 1220 Ib/ft R1 = 11449 Ib 10674 Ib (DL) W2TL = 1340 Ib/ft R2 = 11791 Ib 10846 Ib (DL) X = R1/W1 = 91 ft ( Measured from R1 ) Max M = R1 x X - W1 x X(*2)/2 = 52015 ft-lb Max V = R2 - (W2 x d/12 ) = 10116 Ib ita Page Design Deflection Bearing Area 10M£N1 (ZWf- Select 875 x 15 GLB-24F C0 = 1-00 F6 * 2400 Fv * 270 £ - *8 x io6 Anq = (3/2) x V/(FV x CD ) = Sre, = M x 12/(FbxCF x CD ) = >req = ( For L / 240 ) DefTL = 083 " DefDL = Ap = 11791 Ib / 650 psi = ( Where Fp = 650 p si ) Use 875 x 15 GLB-24F : IKF S-tfFL. M -_ £t =•» fL, - ^M - -f (*.?* CP = 098 A = 131 3 S* ~ 326 lx * 2461 562 I"2 267 m" 2259 ">' 076 " 18 sq in w/ 4 x Post @ Support C'^) _ ,iii usr ui \-~ VCA Engineers I I I I I I I I 1 I I I 1 I I I I I I KTGY 1558 La Costa Glen ILU BJdg A, Knuckle 2, Lobby/Lounge Beam 12 P = 8300 Ib (W3) Point Load Reaction Max M&V Design Deflection Bearing Area W1=13875 plf %: L1 = 65 ft > L = 19 ft W2=1129 plf R1 =17578 Ib R2 =13852 Ib LL Deck DL (1000 ) psf x ( 113 ) ft = 1125 Ib/ft (450 + 60 ) psf x ( 25 ) ft = 263 Ib/ft W1 DL 1238 Ib/ft 1000 psf x W1TL = 1388 Ib/ft 113 ) ft = 1129 Ib/ft W2DL = 1129 Ib/ft W2TL = 1129 Ib/ft P = ( 100 + 0 )psfx( 830 x 10 ) ft2 PDL = 8300 Ib R1 =77579 Ib 16771 Ib (DL) PTL = 8300 Ib R2 = 13852 Ib 13686 Ib (DL) X = R2/W2 = 67 ft (Measured from R1 ) Max M = R2 x X - W2 x X(*2)/2 = 84982 ft-lb Max V = R1 - (W1 x d/12 ) = 15671 Ib Se/ecf 9.75 x 1G.5 CD = 1 00 F/, = 2400 Fv = 270 £ - 18 x 1Q6 GLB-24F A Sx 097 1444 397 3276 1 req >req 'req DefTL = Ap = (3/2) x V/(FV x CD) = M x 12/(Fb xCF x CD ) = ( For L/240 ) 099 " DefDL -- 17578 Ib / 650 psi = ( Where Fp = 650 p si ) 871 m 440 m" 3404 «T 096 " 27 sq in Use 875 x 165 GLB-24F w/ 4 x Post Support -ffl 51^ &EAM. M = J >?,= ¥= I9 f - f7? (19*12) - ^0 ? 'trfi'O J/i/,_ ...\ y.«>/^9l = 17 VCA Engineers Page I I I I f I I 5 1 I I I I I 1 KTGY1558 La Costa Glen ILU Bldg A, Knuckle 2, Lobby/Lounge Beam 13 P = 3200 Ib (W2) Point Load Reaction Max M&V Design Deflection Bearing Area W1 =2065 plf L1 = 35 ft > L = 8 ft W2 =65 plf R1 -7528 Ib R2=3191 Ib LLDL Wall (1000 ) psf x ( 20 0 ) ft = 2000 Ib/ft Floor (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W1DL = 2025 Ib/ft W1TL = 2065 Ib/ft Floor (250 + 40 ) psf x ( 10 ) ft = 65 Ib/ft W2DL = 25 Ib/ft P = C 100 + 0 W2TL = ) psf x ( 320 65 Ib/ft 10 ) ft' DL = 3200 Ib R1 = 7529 Ib 7369 Ib (DL) PTL = 3200 Ib R2 = 3191 Ib 3031 Ib (DL) X = L1 = 35 ft (Measured from R1) Max M = R1 x X - W1 x X(*2)/2 = 13703 ft-lb Max V = R1 - (W1 x d/12 ) = 5464 Ib GLB-24F PageV/37 CD = F6 * PV = E - A req ~ $ req ~ Ire, = DefTL = Ap = Use 1 00 2400 165 18 x 106 (3/2) x V/(FV x CD) = M x 12/(Fb xCF x CD ) = ( For L/240 ) 011 " DefDL = 7528 Ib / 650 psi = ( Where Fp = 650 psi ) 5125 x 12 GLB-24F CF = 1 00 A = €15 Sx = 123 I* - 738 497 m2 69 m" 206 '"' 011 " 12 sq in w / 4 x Post @ Support VCA Engineers