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20090194 Roof Framing Plans 061608TRUSSES PEP PLAN 10d ~ 6" O.C. ROOF SHEATHING WI NDOW l DOOR FRAMING WINDOW /DOOR HEADER WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 DETAIL A VENTED BLOCKING H1 C~ 24" O.C. r J Q Q W S W J F- U w W JOI3 NAME DONA /PLAN 3072 JOE3 NUME3ER 08-062 PREPARED E3Y MW DA"i'E 6 / 16 / 08 SHEET NO.:~ '~ OF t~i PROVIDE (2) ROWS OF 8d C~ 2" O.G. SHEAR WALL TO HEADER DETAIL 6 WELLER CONSUL"f ING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 w Q Q w w ~- U W LL w W JOB NAMF, DONA /PLAN 3072 JOB NUMBER 08-062 PREPARED BY MW DATE 6 / l6 / 08 SHEET NO. ~__`=~ OF t...:r WINDOW /DOOR HEADER WINDOW /DOOR FRAMING ADD C516 STRAP FULL WIDTH OF SHEAR WALL PLUS 16" END LENGTH, TYP. PROVIDE 2 x _ BLOCKING BEHIND C516 STRAP, TYP. DETAIL C WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PE{. (425) 48$ - 9868 • FAX (42S) 486 - 67l S (2) 2 x _ HF # 2STUDS PHD6 HOEDOWN ~/8" Q ALL-THREAD RIM JOIST W/ SOLID BLOCKING P.T. SILL PLATE JOB NAME DONA !PLAN 3072 JOB NUMBF,R 08-062 PREPARED BY MW DA"I'E 6 / 16 / 08 SHEET NO. ~~ OF ~_ (2)2x_HF#2STUDS HTT 22 HOEDOWN 5/g' ~ ALL-THREAD (OK TO SU6STITUTE SSTB24) S.E.T. EPOXY GROUT PER MANUFACTURERS RECOMMENDATIONS RIM JOIST W/ SOLID BLOCKING SILL PLATE DETAIL D COUPLER AS REQUIRED ~/8' f~i WEDGE-ALL (OK TO SUBSTITUTE SSTB28) (2)2x_HF#2STUDS HTT 22 HOEDOWN 5/8".6'7 ALL-THREAD (OK TO SUBSTITUTE SSTB24) S.E.T. EPOXY GROUT PER MANUFACTURERS RECOMMENDATIONS P.T. SILL PLATE I - a c0 ° a < a 'k~ a °a J O DETAIL F a ~~ a a - a a d I~ a d ~ d DETAIL E WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 4x6DF#2 HDQS HOEDOWN ~/8'.C~ ALL-THKEAD S.E.T. EPOXY GROUT PER MANUFACTUKEf~S PECOMMENDATIONS RIM J015T W/ 50LID BLOCKING 51LL PLATE a a `Io a a 'K~ _ a a 0 a~ d JOB NAME DONA /PLAN 3072 JOB NUMBER 08-062 PREPARED BY MW DATE 6 / 16 / 08 SHEET NO. =~; OF L4 ~ DETP~IL G N ,4,i.` ~~ W ~I ~~ 3 v 1 ti~ ~/~ M. I _ ...~ J !~ Q A ~ ~ •- O ~ O ~ ~ O o w ~C~ U C7 Z ~ 'r 0 W Z ~1 O ,.~ Z ~ ~ Q '4 O O Q ~ O O _ ~ ~ w O ~ ~ w ~ U J O ~ v~o c n ~ a . N O n N J W F- -1 WELLER CONSULTING ENGINEF,RS, P.C. 2]925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 671 S 3/8".~CAPPIAGE BOLTS C~ 32" O.C. STAGGEPED EACH SIDE OF THE WEB 2 X _ HF # 2 TOP PLATE AS PEQUIPED (TO MATCH FLANGE WIDTH) 2 X _ HF # 2 BOTTOM PLATE AS PEQUIPED (TO MATCH FLANGE WIDTH) 3!8" Ql CAPPIAGE 80LT5 C~ 48" O.C. STAGGEPED EACH SIDE OF THE WEB GrEEL BEAM PEP PLAN " B x 6" LAG BOLT ,CH 51DE OF WEB i5T PEP PLAN DETAIL 52 JOB NAME DOHA /PLAN 3072 JOB NUMBER 08-062 PREPARED BY MW DATE 6 ! l6 ! 08 SHEET NO. '~ =~; _ OF DETAIL 51 ~/ ({., BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING GT1 (FOR REACTIONS ONLY) Date: 6/14/08 Selection 3-1/8x 27 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions Min Bearing Area R1= 14.7 inz R2= 14.7 inz DL Defl 0.40 in Suggested Camber 0.60 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 28.0 ft Reaction 1 LL 5775 # Reaction 2 LL 5775 # Beam Wt per ft 20.5 # Reaction 1 TL 9527 # Reaction 2 TL 9527 # Bm Wt Included 574 # Maximum V 9527 # Max Moment 66689 '# Max V (Reduced) 7996 # TL Max Defl L / 240 TL Actual Defl L 1330 LL Max Defl L / 360 LL Actual Defl L / 544 Section (in') Shear (inz) TL Defl (in) LL Defl 379.69 84.38 1.02 0.62 354.20 49.97 1.40 0.93 OK OK OK OK 93% 59% 73% 66% ro tpsil rv (psi) t (psi x mn) I-c ~ (psi) Base Values 2400 240 1.8 650 Base Ad'usted 2259 240 1.8 650 Cv Volume 0.941 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 413 Uniform TL: 660 = A Uniform Load A 0 R1 = 9527 R2 = 9527 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. `,/ ~( BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING GT2 (FOR REACTIONS ONLl7 Date: 6/14/08 Selection 3-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 3.4 in2 R2= 3.4 in2 DL Defl 0.57 in Suggested Camber 0.86 in Dafa Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 33.0 ft Reaction 1 LL 1238 # Reaction 2 LL 1238 # Beam Wt per ft 13.67 # Reaction 1 TL 2206 # Reaction 2 TL 2206 # Bm Wt Included 451 # Maximum V 2206 # Max Moment 18196'# Max V (Reduced) 2005 # TL Max Defl L / 240 TL Actual Defl L / 304 LL Max Defl L / 360 LL Actual Defl L / 542 Section (in') Shear (in2) TL Defl (in) LL Defl 168.75 56.25 1.30 0.73 82.03 10.90 1.65 1.10 OK OK OK OK 49% 19% 79% 66% ro tpsi) rv (psi) t (psi x mil) Fc i (psi) Base Values 2400 240 1.8 650 Base Ad'usted 2662 276 1.8 650 Cv Votume 0.964 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 75 Uniform TL: 120 = A Uniform Load A Q R1 = 2206 R2 = 2206 SPAN = 33 FT Uniform and partial uniform loads are Ibs per lineal ft. ~~`; BeamChek v20051icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65//y DONA /PLAN 3076 ROOF FRAMING GT3 (FOR REACTIONS ONLY) Date: 6/14!08 Selection 3-1/8x 13-112 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions Min RPafln(] Area R1= 2.4 in2 R2= 2.4 in2 DL Defl 0.57 in Suggested Camber 0.86 in Data Beam Span 28.0 ft Reaction 1 LL 875 # Reaction 2 LL 875 # Beam Wt per ft 10.25 # Reaction 1 TL 1544 # Reaction 2 TL 1544 # Bm Wt included 287 # Maximum V 1544 # Max Moment 10805'# Max V (Reduced) 1419 # ~ TL Max Defl L ! 240 TL Actua{ Defl L / 255 I LL Max Defl L / 360 LL Actual Defl L / 449 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (inZ) TL Defl (in) LL Uetl 94.92 42.19 1.32 0.75 46.98 7.71 1.40 0.93 OK OK OK OK 49% 18% 94% 80% Fb (psi) Fv (psi) t (psi x mu) rc! tpsi! Base Values 2400 240 1.8 650 Base Ad'usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 63 Uniform TL: 100 = A Uniform Load A R ~44 R 1 = 1544 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. ~..1 BeamChek v20051icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING GT4 (FOR REACTIONS ONLY) Date: 6/14/08 Selection 3-1t8x 25-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 11.9 inzR2= 14.7 inz DL Defl 0.60 in Suggested Camber 0.89 in Data Attributes Actual Critical Status Ratio Beam Span 28.0 ft Reaction 1 LL 3565 # Reaction 2 LL 5510 # Beam Wt per ft 19.36 # Reaction 1 TL 7709 # Reaction 2 TL 9560 # Bm Wt Included 542 # Maximum V 9560 # Max Moment 67256'# Max V (Reduced) 8116 # TL Max Defl L ! 240 TL Actual Defl L / 262 LL Max Defl L / 360 LL Actual Defl L ! 490 Section (in'} Shear (ins) TL Uetl (in) LL Uetl 338.67 79.69 128 0.69 308.85 44.11 1.40 0.93 OK OK OK OK 91% 55% 91% 73% Values Adjustments Fb (psi) Fv (psq t (psi x miq rc! tpsi/ Base Values 2400 240 1.8 650 Sase Ad'usted 2613 276 1.8 650 Cv Volume 0.947 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 2206 6.0 413 H = 660 6.0 28.0 H Pt loads: R1 -7709 R2 -9560 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. v» BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65iiy DONA /PLAN 3076 ROOF FRAMING TYPICAL HEADER Date: 6/14/08 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min RParln^ Area R1= 3.1 in2 R2= 3.1 in2 DL Defl 0.03 in Data Beam Span 5.5 ft Reaction 1 LL 1203 # Reaction 2 LL 1203 # Beam Wt per ft 6.17 # Reaction 1 TL 1942 # Reaction 2 TL 1942 # Bm Wt Included 34 # Maximum V 1942 # Max Moment 2670'# Max V (Reduced) 1515 # TL Max Defl L ! 240 TL Actual Defl L / 809 LL Max Defl L ! 360 LL Actual Defl L / > 1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear {in2) TL Defl (in) LL Detl 30.66 25.38 0.08 0.05 23.81 10.98 0.28 0.18 OK OK OK OK 78% 43% 30% 28% Fb (psi) Fv (psi) E (psi x miq rc! tpsil Base Values 900 180 1.6 625 Base Ad'usted 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 438 Uniform TL: 700 = A Uniform Load A R ~42 R1 = 1942 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. u BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING H1 (ELEV A) Date: 6/14/08 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearino Area R1= 4.6 inz R2= 4.6 inz DL Defl 0.09 in Suggested Camber 0.14 in Data Beam Span 8.5 ft Reaction 1 LL 1859 # Reaction 2 LL 1859 # Beam Wt per ft 6.83 # Reaction 1 TL 3004 # Reaction 2 TL 3004 # Bm Wt Included 58 # Maximum V 3004 # Max Moment 6384'# Max V (Reduced) 2474 # TL Max Defl L / 240 TL Actual Defl L t 421 LL Max Defl L / 360 LL Actual Defl L ! 679 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (inz) TL Defl (in) LL Detl 42.19 28.13 0.24 0.15 27.75 13.45 0.43 0.28 OK OK OK OK 66% 48% 57% 53% Fb (psi) Fv (psi) t (psi x mil) rc! (psil Base Values 2400 240 1.8 650 Base Ad'usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 438 Uniform TL: 700 = A Uniform Load A 0 0 R 1 = 3004 R2 = 3004 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Ve } BeamChek v20051icensed fo: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING H1 (ELEV B) Date: 6/14/08 Selection 3-1 /8x 9 GLB 24F-V4 DF/OF Lu = 0.0 Ft Conditions Min Bearing Area R1= 5.5 inz R2= 5.2 inZ DL Defl 0.19 in Suggested Camber 0.28 in Data Attributes Actual Critical Status Ratio Beam Span 8.5 ft Reaction 1 LL 1177 # Reaction 2 LL 1770 # Beam Wt per ft 6.83 # Reaction 1 TL 3597 # Reaction 2 TL 3377 # Bm Wt Included 58 # Maximum V 3597 # Max Moment 8069'# Max V (Reduced) 3532 # ~ TL Max Defl L ! 240 TL Actual Defl L / 313 LL Max Defl L / 360 LL Actual Defl L l 734 Section (in') Shear (n~) TL Uetl (in) LL Ue11 42.19 28.13 0.33 0.14 35.08 19.19 0.43 0.28 OK OK OK OK 83% 68% 77% 49% Values Adjustments Fb (psi) Fv (psq t (psi x mn) rc! tpsil Base Values 2400 240 1.8 650 Base Ad~usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 2206 2.0 50 H = 80 0 2.0 438 I = 700 2.0 8.5 I H Pt loads: R1 = 3597 R2 = 3377 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. ~i BeamChek v2005 licensed to: Wetler Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 ROOF FRAMING H2 Date: 6/14/08 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearino Area R1= 4.2 inz R2= 2.8 inz DL Defl 0.04 in Data Attributes Actual Critical Status Ratio Beam Span 5.5 ft Reaction 1 LL 938 # Reaction 2 LL 404 # Beam Wt per ft 7.87 # Reaction 1 TL 2623 # Reaction 2 TL 1771 # Bm Wt Included 43 # Maximum V 2623 # Max Moment 4538 '# Max V (Reduced) 2078 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (inz) TL Defl (in) LL uetl 49.91 32.38 0.06 0.01 43.84 15.06 0.28 0.1$ OK OK OK OK 88% 47% 21% 8% Values Adjustments Fb (psi) Fv (psi) t (psi x mn) rc! (psi) Base Values 900 180 1.6 625 Base Ad'usted 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 2206 2.75 438 H = 700 0 2.75 50 I = 80 2.75 5.5 I H Pt loads: 0 R1 = 2623 R2 = 1771 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vt4G BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING TYPICAL JOIST Date: 6/14/08 Selection 2x 10 HF #2 @ 16 in. oc Lu = 0.0 Ft Conditions Repetitive Use, NDS 2001 Min Bearing Area R1= 1.2 in2 R2= 1.2 in2 DL Defl 0.09 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 14.0 ft Reaction 1 LL 373 # Reaction 2 LL 373 # Beam Wt per ft 0 # Reaction 1 TL 467 # Reaction 2 TL 467 # Bm Wt Included 0 # Maximum V 467 # Max Moment 1633'# Max V (Reduced) 415 # TL Max Oefl L / 240 TL Actua- Defl L / 376 LL Max Defl L / 360 LL Actual Defl L / 469 Section (in') Shear (inZ) TL Defl (in) LL Defl 21.39 13.88 0.45 0.36 18.23 4.15 0.70 0.47 OK OK OK OK 85% 30% 64% 77% ro tpsi) rv (psi) t (psi x miq t-c! (psi) Base Values 850 150 1.3 405 Base Ad~usted 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 53 Uniform TL: 67 = A Uniform Load A 0 R1 = 467 R2 = 467 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. of BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING TYPICAL HEADER Date: 6!14108 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.9 inZ R2= 1.9 ins DL Defl 0.04 in Data Beam Span 8.5 ft Reaction 1 LL 935 # Reaction 2 LL 935 # Beam Wt per ft 6.17 # Reaction 1 TL 1195 # Reaction 2 TL 1195 # Bm Wt Included 52 # Maximum V 1195 # Max Moment 2539'# Max V (Reduced) 1025 # TL Max Deft L / 240 TL Actual Defl L / 550 LL Max Defl L / 360 LL Actual Defl L / 703 Attributes Actual Critical Status Ratio Values Adjustments Loads Section {in') Shear (in2) TL Defl (in) LL Defl 30.66 25.38 0.19 0.15 26.04 8.54 0.43 028 OK OK OK OK 85% 34% 44% 51% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Base Values 900 180 1.6 625 Base Ad~usted 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 220 Uniform TL: 275 = A Uniform Load A 0 0 R1 = 1195 R2 = 1195 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. 0 BeamChek v2005 licensed to: Welter Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING H3 Date: 6/15108 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 4.8 inZ R2= 2.6 inz DL Defl 0.05 in Data Attributes Actual Critical Status Ratio Beam Span 6.5 ft Reaction 1 LL 1083 # Reaction 2 LL 894 # Beam Wt per ft 7.87 # Reaction 1 TL 3002 # Reaction 2 TL 1654 # Bm Wt Included 51 # Maximum V 3002 # Max Moment 4395 '# Max V (Reduced) 2784 # TL Max Defl L / 240 TL Actual Defl L / 895 LL Max Defl L / 360 LL Actual Defl L / >1000 Values Adjustments Section {in') Shear (in2) TL Defl (in) LL Defl 49.91 32.38 0.09 0.04 42.47 20.17 0.33 0.22 OK OK OK OK 85% 62% 27% 17% t-b (psi) F-v (psi) E (psi x mil) Fc ~ (psi) Base Values 900 180 1.6 625 Base Ad'usted 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 220 Uniform TL: 275 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 1942 1.5 438 H = 700 1.5 2.75 Uniform Load A Pt loads: 0 R1 = 3002 R2 = 1654 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. 7 j BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING H4 (ELEV A) Date: 6/15/08 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 5.1 in2 R2= 3.6 in2 DL Defl 0.05 in Suggested Camber 0.07 in Data Attribufes Actual Critical Status Ratio Beam Span 5.5 ft Reaction 1 LL 1617 # Reaction 2 LL 1016 # Beam Wt per ft 6.83 # Reaction 1 TL 3327 # Reaction 2 TL 2365 # Bm Wt Included 38 # Maximum V 3327 # Max Moment 5248'# Max V (Reduced) 2553 # TL Max Defl L / 240 TL Actual Defl L / 871 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 42.19 28.13 0.08 0.03 22.82 13.88 0.28 0.18 OK OK OK OK 54% 49% 28% 16% Values Adjustments ro tpsil rv tpsi/ t tpsi x mu/ rc! tpsil Base Values 2400 240 1.8 650 Base Ad'usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 260 Uniform TL: 325 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 1942 2.75 438 H = 700 0 2.75 H Uniform Load A Pt loads: 0 0 R1 = 3327 R2 = 2365 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~ ~~ BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING H4 (ELEV B) Date: 6/15/08 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 5.6 inz R2= 4.2 inZ DL Defl 0.06 in Suggested Camber 0.09 in Data Attributes Actual Critical Status Ratio Beam Span 5.5 ft Reaction 1 LL 1617 # Reaction 2 LL 1016 # Beam Wt per ft 6.83 # Reaction 1 TL 3668 # Reaction 2 TL 2705 # Bm Wt Included 38 # Maximum V 3668 # Max Moment 6185 '# Max V (Reduced) 2894 # TL Max Defl L / 240 TL Actual Defl L / 753 LL Max Defl L / 360 LL Actual Defl L / >1000 Values Adjustments Section (in') Shear (in2) TL Defl (in) LL Defl 42.19 28.13 0.09 0.03 26.89 15.73 0.28 0.18 OK OK OK OK 64% 56% 32% 16% ro tpsil rv tpsil t tps~ x mnl rc! tpsil Base Values 2400 240 1.8 650 Base Ad'usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 260 Uniform TL: 325 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 2623 2.75 438 H = 700 0 2.75 H Uniform Load A Pt loads: 0 0 R1 = 3668 R2 = 2705 SPAN = 5.5 FT Uniform and partial uniform loads are fbs per lineal ft. V~~~ BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING H5 Date: 6/14/08 Selection 3-1/2x 18 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft Conditions Min Bearing Area R1= 11.3 in2R2= 11.3 inZ DL Defl 0.18 in Data Attributes Actual Critical Status Ratio Beam Span 16.5 ft Reaction 1 LL 5569 # Reaction 2 LL 5569 # Beam Wt per ft 19.69 # Reaction 1 TL 8495 # Reaction 2 TL 8495 # Bm Wt included 325 # Maximum V 8495 # Max Moment 35042 '# Max V (Reduced) 6950 # TL Max Defl L ! 240 TL Actual Defl L 1377 ~ LL Max Defl L / 360 LL Actual Defl L / 576 Section (in') Shear (in2) TL Defl (in) LL Defl 189.00 63.00 0.53 0.34 131.90 31.26 0.83 0.55 OK OK OK OK 70% 50% 64% 63% Values Adjustments Fb (psi) Fv (psi) E (psi x mil) rc! (psil Base Values 2900 290 2.0 750 Sase Ad'usted 3188 334 2.0 750 CF Size Factor 0.956 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cf Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: LUU unirorm I L L~U = H Par Unif LL Par Unif TL Start End 475 H = 760 0 16.5 H Uniform Load A R ~95 R 1 = 8495 SPAN = 16.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v~~~~ BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING N6 Date: 6/14/08 Selection 4x 10 DF-L #2 Lu = 0.0 Ft _ Conditions NDS 2001 Min Searing Area R1= 3.3 in2 R2= 3.3 in2 DL Defl 0.03 in Data Beam Span 8.0 ft Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 7.87 # Reaction 1 TL 2031 # Reaction 2 TL 2031 # Bm Wt Included 63 # Maximum V 2031 # Max Moment 4063 '# Max V (Reduced) 1640 # TL Max Defl L / 240 TL Actual Defl L / 759 ~LL Max Defl L / 360 LL Actual Defl L / 963 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (inz) TL Defl (in) LL Defl 49.91 32.38 0.13 0.10 45.14 13.67 0.40 0.27 OK OK OK OK 90°1° 42°!° 32% 37°I° rd tpsil rv tpsq t tpsi x mn) rc! tpsil Base Values 900 180 1.6 625 Base Ad'usted 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 400 Uniform TL: 500 = A Uniform Load A 0 R1 = 2031 R2 = 2031 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. V'~~ t BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING g 1 Date: 6/14/08 Selection 5-1/8x 10-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 4.7 inZ R2= 4.7 inZ DL Defl 0.22 in Suggested Camber 0.33 in Data Attributes Actual Critical Status Ratio Beam Span 16.5 ft Reaction 1 LL 2145 # Reaction 2 LL 2145 # Beam Wt per ft 13.08 # Reaction 1 TL 3078 # Reaction 2 TL 3078 # Bm W1 Included 216 # Maximum V 3078 # Max Moment 12696 '# Max V (Reduced) 2751 # i ~ TL Max Defl L / 240 TL Actual Defl L / 277 '~ LL Max Defl L / 360 LL Actual Defl L / 398 Section (in') Shear (inz) TL Defl (in) LL Defl 94.17 53.81 0.72 0.50 55.20 14.95 0.83 0.55 OK OK OK OK 59% 28% 87% 90% Values Adjustments Fb (psi) Fv (psi) E (psi x mil) rc! (psi) Base Values 2400 240 1.8 650 Base Ad'usted 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Urntorm LL: i tiu urnrorm i ~: ~uu = H Par Unif LL Par Unif TL Start End 100 H = 160 0 16.5 H Uniform Load A 0 R1 = 3078 R2 = 3078 SPAN = 16.5 F7 Uniform and partial uniform loads are Ibs per lineal ft. u BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING B2 Date: 6/14/08 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 2.2 inZ R2= 2.2 inZ DL Defl 0.24 in Data Beam Span 20.0 ft Reaction 1 LL 750 # Reaction Z LL 750 # Beam Wt per ft 15.37 # Reaction 1 TL 1354 # Reaction 2 TL 1354 # Bm Wt Included 307 # Maximum V 1354 # Max Moment 6768 '# Max V (Reduced) 1224 # TL Max Defl L / 240 TL Actual Defl L ! 447 LL Max Defl L / 360 LL Actual Defl L / 807 Attributes Actual Critical Status Ratio Vatues Adiustments Loads Section (in') Shear (inZ) TL Defl (in) LL Defl 12123 63.25 0.54 0.30 80.72 9.39 1.00 0.67 OK OK OK OK 67% 15% 54% 45% ro tpsil rv tpsil t tpsi x mul rc ~ tpsil Base Values 875 170 1.3 625 Base Ad~usted 1006 196 1.3 625 CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 75 Uniform TL: 120 = A Uniform Load A R1 = 1354 R2 = 1354 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. ~/ :. ~1 t BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 UPPER FLOOR FRAMING B3 Date: 6/14/08 Selection 6-3/4x 13-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 8.0 inz R2= 8.0 inz DL Defl 0.18 in Suggested Camber 0.26 in Data Beam Span 20.0 ft Reaction 1 LL 4000 # Reaction 2 LL 4000 # Beam Wt per ft 22.14 # Reaction 1 TL 5221 # Reaction 2 TL 5221 # Bm Wt Included 443 # Maximum V 5221 # Max Moment 26107'# Max V (Reduced) 4634 # ', TL Max Defl L / 240 TL Actual Defl L / 319 LL Max Defl L 1360 LL Actual Defl L / 416 Attributes Actual Critical Status Ratio Values Adiusfinents Loads Section (in') Shear (inz) TL Defl (in) LL Defl 205.03 91.13 0.75 0.58 135.11 28.96 1.00 0.67 OK OK OK OK 66% 32% 75% 87% f-b (psq Fv (psi) E (psi x mil) Fc ~ (psi) Base Values 2400 240 1.8 650 Base Ad~usted 2319 240 1.8 650 Cv Volume 0.966 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 400 Uniform TL: 500 = A Uniform Load A 0 0 R1 = 5221 R2 = 5221 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. ,~ ~- BeamChek v2005 Licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING B4 Date: 6/15/08 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.9 inZ R2= 1.9 in2 DL Defl 0.03 in Data Beam Span 10.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 6.74 # Reaction 1 TL 784 # Reaction 2 TL 784 # Bm Wt Included 67 # Maximum V 784 # Max Moment 1959'# Max V (Reduced) 663 # TL Max Defl L / 240 TL Actual Defl L / 877 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (in`) TL Defl (in) t_L Ueti 42.78 27.75 0.14 0.10 25.15 6.63 0.50 0.33 OK OK OK OK 59% 24% 27% 31% Fb (psi) Fv (psi) t (psi x mu) rc ~ tpsi) Base Values 850 150 1.3 405 Base Ad'usted 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 120 Uniform TL: 150 = A Uniform Load A 0 R1 = 784 R2 = 784 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. ~~~ BeamChek v20051icensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING g5 Date: 6/15!08 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.9 in2 R2= 1.4 in2 DL Defl 0.10 in Data Attributes Actual Critical Status Ratio Beam Span 9.5 ft Reaction 1 LL 190 # Reaction 2 LL 190 # Beam Wt per ft 6.74 # Reaction 1 TL 765 # Reaction 2 TL 558 # Bm Wt Included 64 # Maximum V 765 # Max Moment 2331 '# Max V (Reduced) 721 # TL Max Defl L / 240 TL Actual Defl L / 897 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ins) TL Defl (in) LL Defl 42.78 27.75 0.13 0.03 29.91 7.21 0.48 0.32 OK OK OK OK 70°l0 26% 27% 9% Values Adjustments Fb (psi) Fv (psi) E (psi x mil) Fc ~ (psi) Base Values 850 150 1.3 405 Base Ad~usted 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 C1 Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 4U Uniform I L 5U = A Point TL Distance B = 784 3.5 Uniform Load A Pt loads: 0 R1 = 765 R2 = 558 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. ~:- BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING B6 Date: 6/15/08 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 0.8 inZ R2= 0.8 in2 DL Defl <0.01 in. Data Beam Span 6.0 ft Reaction 1 LL 240 # Reaction 2 LL 240 # Beam Wt per ft 6.74 # Reaction 1 TL 320 # Reaction 2 TL 320 # Bm Wt Included 40 # Maximum V 320 # Max Moment 480 '# Max V (Reduced) 238 # TL Max Defl L ! 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (in2) TL Defl (in) LL Defl 42.78 27.75 0.01 <0.01 6.16 2.38 0.30 0.20 OK OK OK OK 14% 9% 4% 5% Fb (psi) Fv (psq t (psi x mu) rc! tpsil Base Values 850 150 1.3 405 Base Ad~usted 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 80 Uniform TL: 100 = A Uniform Load A 0 0 R1 = 320 R2 = 320 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. v- BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING 67 Date: 6!15/08 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft ~~ Conditions Min Bearing Area R1= 4.6 inz R2= 4.6 inz DL Defl 0.06 in Suggested Camber 0.09 in Data Beam Span 10.5 ft Reaction 1 LL 2363 # Reaction 2 LL 2363 # Beam Wt per ft 11.21 # Reaction 1 TL 3012 # Reaction 2 TL 3012 # Bm Wt Included 118 # Maximum V 3012 # Max Moment 7906'# Max V (Reduced) 2582 # TL Max Defl L / 240 TL Actual Defl L / 451 ~ LL Max Defl L / 360 LL Actual Defl L t 575 Attributes Actual Critical Status Ratio Values Adlustmenfs Loads Section (in') Shear (inz) TL Defl (in) LL Defl 69.19 46.13 0.28 0.22 39.53 16.14 0.53 0.35 OK OK OK OK 57°I° 35% 53% 63% ro tpsi) rv tpsi/ t tpsi x mul rc ~ tpsi/ Base Values 2400 240 1.8 650 Base Ad'usted 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 450 Uniform TL: 563 = A Uniform Load A 0 R1 =3012 R2=3012 SPAN = 10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. U~:.~ BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING B7A Date: 6/15/08 Selection 5-1/4x 9-1/4 2.0E TJ Parallam E.S. PSL Lu = 0.0 Ft Conditions Min Bearing Area R1= 3.1 in2 R2= 4.9 in2 DL Defl 0.22 in Data Attributes Actual Critical Status Ratio Beam Span 14.0 ft Reaction 1 LL 1454 # Reaction 2 LL 2586 # Beam Wt per ft 15.18 # Reaction 1 TL 2362 # Reaction 2 TL 3669 # 8m Wt Included 212 # Maximum V 3669 # Max Moment 11659 '# Max V (Reduced) 3223 # TL Max Defl L ! 240 TL Actual Defl L / 278 LL Max Defl L / 360 LL Actual Defl L / 439 Values Adjustments Section (in') Shear (in2} TL Defl (in) LL Defl 74.87 48.56 0.60 0.38 46.87 16.67 0.70 0.47 OK OK OK OK 63% 34% 86% 82% f ti (psp t-v (psq t (psi x mu/ rc! tpsil Base Values 2900 290 2.0 750 Base Ad~usted 2985 290 2.0 750 CF Size Factor 1.029 Cd Duration 1.Q0 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 765 6.0 120 H = 150 0 6.0 310 1 = 388 6.0 8.0 450 J = 563 8.0 14.0 J H Pt loads: R1 = 2362 R2 = 3669 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. I""'I BeamChek v2005 licensed to: Welter Consulting Engineers, P C. Reg # 5234-65779 DONA /PLAN 3072 UPPER FLOOR FRAMING gg Date: 6/15/08 Selection W 8x 24 36 ksi Wide Flange Steel Lateral Support at: Lc = 6.9 ft max. Conditions Actual Size is 6-1/2 x 7-7/8 in., Min Bearing Length R1= 0.9 in. R2= 0.9 in. DL Defl 0.25 in Suggested Camber 0.38 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 20.0 ft Reaction 1 LL 3600 # Reaction 2 LL 4000 # Beam Wt per ft 24.0 # Reaction 1 TL 5019 # Reaction 2 TL 5519 # Bm Wt Included 480 # Maximum V 5519 # Max Moment 27740 '# Max V (Reduced) N!A TL Max Defl L / 240 TL Actual Defl L ! 283 LL Max Defl L / 360 LL Actual Defl L / 402 Section (in') Shear (inz) TL Defl (in) LL Defl 20.90 1.94 0.85 0.60 14.01 0.38 1.00 0.67 OK OK OK OK 67% 20°Jo $5% 90% Fb (psi) Fv (psi) E (psi x mil) Base Value Fy Base Ad'usted 36000 23760 36000 29.0 14400 29.0 YP Factor, Lc 0.66 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B = 0.9 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 558 10.0 340 H = 425 0 10.0 420 I = 525 10.0 20.0 I H Pt loads: 0 0 R1 =5019 R2=5519 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. v~y BeamChek v2005 licensed to: Weller Consulting Engineers, P_ C. Reg # 5234-65779 DONA /PLAN 3076 MAIN FLOOR FRAMING TYPICAL JOIST Date: 6/14/08 Selection 2x 10 HF #2 @ 16 in. oc Lu = 0.0 Ft Conditions Repetitive Use, NDS 2001 Min Bearing Area R1= 1.0 in2 R2= 1.0 in2 DL Defl 0.06 in Data Beam Span 12.5 ft Reaction 1 LL 333 # Reaction 2 LL 333 # Beam Wt per ft 0 # Reaction 1 TL 417 # Reaction 2 TL 417 # Bm Wt Included 0 # Maximum V 417 # Max Moment 1302'# Max V (Reduced) 365 # TL Max Defl L ! 240 TL Actual Defl L J 528 LL Max Defl L / 360 LL Actual Defl L ! 660 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (in2) TL Defl (in) LL Defl 21.39 13.88 0.28 0.23 14.53 3.65 0.63 0.42 OK OK OK OK 68% 26% 45% 55% rn (psi) rv (psi) t (psi x mu) rc! (psq Base Values 850 150 1.3 405 Base Ad~usted 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 53 Uniform TL: 67 = A Uniform Load A 0 0 R1 =417 R2=417 SPAN = 12.5 FT Uniform and partial uniform loads are Ibs per lineal ft. a BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3076 MAIN FLOOR FRAMING TYPICAL BEAM Date: 6/14/08 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 4.2 inZ R2= 4.2 inZ DL Defl <0.01 in. Data Attributes Actual Critical Status Ratio Beam Span 5.0 ft Reaction 1 LL 2100 # Reaction 2 LL 2100 # Beam Wt per ft 7.87 # Reaction 1 TL 2645 # Reaction 2 TL 2645 # Bm Wt Included 39 # Maximum V 2645 # i Max Moment 3306'# Max V (Reduced) 1829 # TL Max Defl L ! 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (inZ) TL Defl (in) LL Defl 49.91 32.38 0.04 0.03 36.73 15.24 0.25 0.17 OK OK OK OK 74% 47% 16% 19% Values Adjustments Loads Fb (psi) --v (psp t (psi x mn) rc ~ tpsil Base Values 900 180 1.6 625 Base Ad'usted 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Unifiorm LL: 840 Uniform TL: 1050 = A Uniform Load A 0 0 R 1 = 2645 R2 = 2645 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. vim. BeamChek v2005 licensed to: Weller Consulting Engineers, P. C. Reg # 5234-65779 DONA /PLAN 3072 MAIN FLOOR FRAMING TYPICAL BEAM Date: 6/16/08 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 3.8 in2 R2= 3.1 in2 DL Defl 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 5.0 ft Reaction 1 LL 775 # Reaction 2 LL 775 # Beam Wt per ft 7.87 # Reaction 1 TL 2406 # Reaction 2 TL 1933 # Bm Wt Included 39 # Maximum V 2406 # Max Moment 4021 '# Max V (Reduced) 2101 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (n') Shear (inz) TL Defl (in) LL Defl 49.91 32.38 0.04 0.01 44.68 17.51 0.25 0.17 OK OK OK OK 90% 54% 17% 7% r4 tpsil rv tpsi) t (psi x mn) rc i (psq Base Values 900 180 1.6 625 Base Ad usted 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0 0 Loads Uniform LL: 310 Uniform TL: 388 = A Point TL Distance B = 2362 2.0 Uniform Load A Pt loads: R1 = 2406 R2 = 1933 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft.