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HomeMy WebLinkAboutUntitled Dec 30 10 09:32a GARY AND CHAR HALL 928 -474-4680 P 3 1 Innovative Structural Engineering Title: Job# IYOVATIVE 29970 Technology 1SEN! 13° 600-0032 • 11 With Value" Rimed 10 DEC 2010.?IUD/ ty (951)600 600-0036 Fax Wood Beam Design Fie:RC LC.I 0.19634010, ei:6..51 ENERCALC,INC.19a3.201p,Vet 6.1.51 Lic.Is: KW-06008078 License Owner: INNOVATIVE STRUCTURAL ENGINEERING.iNC Description: Beam D Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Deli Location it Span Max.Upward Dell Location in Span 0 Only 1 0.0436 6.060 0.0000 0.000 Lr Only 1 0.0398 6.060 0.0000 0.000 0+Lr 1 0.0834 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is i1 `Values in KIPS Load Combination Support 1 Support 2 OverA tlFAXimum 2.013 2.013 D Only 1.053 1.053 Lr Only 0.960 0.960 D+Lr 2.013 2.013 4.2 • I G 3.: �- _` IL. _ �_, i � �. B.e4 1.14 234 3.5• •14 534 7.14 8.34 954 10.74 11.74 Distance(R) ■4D•+D.I.•M■-D+D.71O1,•0.7101+8 4 40N.7301•.0.71014 a•5014tM■•O•0.1•11:11.4.0.7101.4D 5250•*M 2.1 IA �� EBEAM.--.• - _ se 1A •2.1 - 1.14 234 3.54 474 5.74 1.14 834 954 1474 11.94 O15t4nce Ot) ■♦D 81-045.+4■•943.758:..9.7381,11•.D+8.7501.+0.7501+0.750.4.8 •.0 40.7501.+0.75131411.5259e.14 BEAM •. 4.021 1 _----..d111111111111111111111111 Illil - -1.043 • 2 -0.095 1.14 234 354 4,74 5.34 7.14 8.34 954 10.74 11.74 Dstance(rU •Ov4.41 14411,.,..e.v.4..•D 0.17•..O•Iy 10 0+1, Dec 30 10 09:33a GARY AND CHAR HALL 928 -474-4680 p.4 I IS[ Innovative Strtxturai Engineering Title: Job 11 STRU TIJIMI 29970 Techndogy Drive Dsgnr: Suite 212 Project Desc.: STAUCTtl1Al Murrieta,CA 92563 EMIINtE1116(9510 6040032 Project Notes "Quality with Vande" (957)600.0036 Fax _ Fjalcd:10 Xc 2010.41300A r Wood Beam Design File W:114471Engineeringtbeancaks.ec6 ENERCALC,INC.1983-2010,Ver:6.1.51 Lic.#:KW-06008078 License Owner : INNOVATIVE STRUCTURAL ENGINEERING,INC. Description: Beam D Material Properties Calculations per IBC 2006,CBC 2007,2005 ■DS Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Pap 650 psi Ebend-yy 1600 ksi Wood Grade !24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.16) Lr(0.16) -1 - - - - _--I- , 5.125x13.5 Span= 12.0 ft _.ApVield Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.020. Lr=0.020 ksf. Tributary Width=8.0 It(Roof) DESIGN SUMMARY Design OK. Maximum Bending Stress Ratio - 0.155 1 Maximum Shear Stress Ratio = 0.108: 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb:Actual = 465.48 psi fv Actual = 35.78 psi FB:Allowable = 3,000.00psi Fv:Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span l where maximum occurs = Span it 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.040 in Ratio= 3619 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.083 in Ratio= 1726 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations_ - Load Combnation Max Stress Ratios Summary of Moment Values Stmmary of Shear Values Segment Length Span N- M V C d C (A, C r C m C 1 C fu Mactuel t-design Fb-allow Vactual fv-design Fv-allow Length=12.0 A 1 0.113 0.078 0.900 1.000 1.000 1.000 1.000 1.000 3.16 243.4B 2,160.00 0.86 18.72 238.50 +D+Lr+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 t 1 0.155 0.108 1.250 1.000 1.0110 1.000 1.000 1.000 6.04 465.48 3.000.00 1.65 35.78 331.25 +0+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.137 0.095 1.250 1.000 1.000 1.000 1.000 1.000 5.32 409.98 3,000.00 1.45 31.52 331.25 +11.0.750U+0.750L+0.750W+14 1.000 1.000 1.000 1.000 1.300 Length-12.0 f 1 0.107 0.074 1.600 1.000 1.000 1.000 1.000 1.000 5.32 409.98 3.840.00 1.45 31,52 424.00 +D+0.750.r+0.750L+0.5250E+11 1.000 1.000 1.000 1.000 1.000 Length=12.0 ft 1 0.101 0.074 1.600 1.000 1.000 1.000 1.000 1.000 5.32 409.98 3,840.00 1.45 31.52 424.00 Overall Maximum Deflections-Unfactored Loads Load Canhnation Span Max`-'Deb Location in Span Load Combination Max.'+"Deft Location in Span D+Lr - 7 0-0834 6.060 0.0000 0.000 - i Dec 30 10 09:33a GARY AND CHAR HALL 928 -474-4680 p.5 f ist Innovative Structural krgneeri>Ig Title: Job# INNOVATIVE 29970 Technology Drive Dsgn1: Suite 212 Project DesG.: STRUCTURAL (951) tor,CA 92563 EGIEEIBIG Project Notes (951)600-0032 "Quality with Value" (951)600.0036 Fax _ P:299d:10INC 2010.9:1S,?i File:W:114471EngileerIngtbeam cak .ec6 Wood Beam Design ENERCALC.I NC.1983-2010,Ver 6.1.51 Lic 4 KW-06008078 License Owner:INNOVATIVE STRUCTLRAL ENGINEERING,INC. Description: Ream C Overall Maximum Deflections-Unfactored Loads . _ Load Combination Span Max.-"Dee Location in Span Load Combination Max."+`Den Location in Span t)+Lr 1 0.3741 7.920 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Dell Location in Span Max.Upward Dell Location m Span 0 Only 1 D.1950 7.920 0.0000 0.000 Lr Only 1 0.1790 1.920 0.0000 0.000 D.Lr 1 0.3741 7.920 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combnalion Support 1 Support 2 OveralMAXrnum 3.357 3.101 --- 0 Only 1.754 1.623 lr Only 1.603 1.478 D+Lr 3.357 3.101 ..41a1110.01111111ft1111ft. EMI `1;-• Milliilaggeligiallil arliall1111111714416%6411111 9 ............._ _---vmmusimml i PMFOIMM 1.11.111111 MIMIM • i 1.52 3.12 4.72 6.32 7.42 1.52 11.12 12.72 14.32 15.92 Distance(ft) •.D•.0•1HN 17 40+D.7501.••0.710t.1•.0.0.7fDL.+O 7101.0.730M.11••D•0.7301.•11.7501+0.S2$00+4 2- KAM- I 1 I I .3.5 J2 152 317 477 632 7.92 132 11.52 1272 L4.32 15.92 0192ence(ft) •♦D ID•D.1.•• ■.D.0.7SD1•■0.75e1.n•+D•D.75DL,.a.75DL.D.73011.5 m•010.75,8L..D.7SD1•0.52502.5 BEAM-» j I'.. 111111411111.11 .:., - -...;:0110111111111111.e.'43 10 liffliallialffi N 429 `' Ell- 43.36 . -_ --_- 1.52 3.12 472 632 7,92 9.52 11.12 12.72 1432 15.12 DYtence(11) •ow..n H.1:....1-..1...•D 0.1..1.0-,1•D•l Dec 30 10 09:33a GARY AND CHAR HALL 928 -474-4680 p.6 Innovative Structural Engineering Tile: Job# INNOVATIVE 29970 Technology Drive Dsg1r: Suite 212 Project Desc.: STRUCTURAL Murrieta,CA92563 EN6INEFIII16 Project Notes(951)600-0032 "Quality Kirh Yofue" (951)600 0036 Fax P irted'.10 DEC 2010.9:1SAN 1 fife:W:111471Engneeringlbearn calcs.ec6 Wood Beam Design ENERCM.C,NC.19S32010,Vet:6.1.51 Lic.# KV-06008078 License Owner: INNOVATIVE STRUCTURAL ENGINEERING,INC. Description: Ream C Material Properties Calculations per IBC 2005,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:lMfodulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Pill 1650 psi Eminbend-xx 930ksi Wood Species : DF/DF Fc-Perp 650 psi [bend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pof Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.05) Lr(1) Q(0.13) Lr(0.13) 5.125x13.5 ) - ;.- %. Span = 16.0 ft Applied Loads Service loads entered-Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020 ksf, Tributary Width=6.50 ft.(Roof) Point Load: D=1.050, Lr=1.0 k @ 7,0 ft.(Beam D Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.430 1 Maximum Shear Stress Ratio = 0.200: 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 lb:Actual 1,289.20 psi fv:Actual = 56.09 psi Fe:Allowable = 3,000.00psi Fv:Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.040ft Location of maximum on span = 0.000 ft Span*where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Defection 0.179 in Ratio= 1072 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Defection 0.374 in Ratio= 513 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios_ Summary of Moment Values Summary of Shear Values_ Segment Length Span# M V C d C tiv C r Cm C r C fu &tactual b-design Fb-alow Vactual fv-design Fv-allow Length=16.0 it 1 0.311 0.145 0.900 1.000 1.000 1.000 1.000 1.000 8.70 670.96 2,160.00 1.59 34.50 238.50 +D.Lr+H 1.000 1.000 1.000 1.000 1.000 Length=16.0 I 1 0.430 0.200 1.250 1.000 1.000 1.000 L000 1.000 16.72 1,289.20 3,000.00 3.05 66.09 331.25 +0+0.750U+0.750L+H 1.000 1.000 1.000 1.000 1.000 Length=16.0 ft 1 0.378 0.176 1.25D 1.000 1.000 1.000 1.000 1.000 14.72 1,134.64 3,000.00 2.68 58.19 331.25 40+0.750Lr+0.7501_40.750W+H 1.000 1.000 1.000 1.000 1.000 Length=16.0 tt 1 0.295 0.137 1.600 1.000 1.000 1.000 1.000 1.000 :4.72 1,134.64 3,840.00 2.68 58.19 424.00 +D+t 750Lr30.750L+0.5250E+11 1.000 1.000 1.000 1.000 1.000 Length=16.0 ft 1 0.295 0.137 1.600 1.00D 1.000 1.000 1.000 1.000 14.72 1,134.54 3,840.00 2.68 58.19 424.00 Dec 30 10 09:33a GARY AND CHAR HALL 928 -474-4680 P,7 Innovative Structural Engineering Title: Job# f ist INNOVATIVE 29910 Technology Drive Os�x: Suite 212 Project Desc.: STRUCTURAL Murriela,CA 92563 EiGINEERINS Project Notes: " (951)600-0032 'tined:to DEC 2010.9aer� Quality with Value" (950)600-0036 Fax fie:W:11t17\Ergneeringlbeam cafcs.ec6 Wood Beam Design ENERCALC.INC.1983-2010,Ver:6.1.51 Lic.(r KW-06008078 License Owner: INNOVATIVE STRUCTURAL ENGINEERING,INC. Description: Beam B Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Den Location in Span Max.Upward Dell Location in Span D Only _. 1 0.1179 9.595 01000 0.000 Lr Only 1 0.0938 9.595 0.0000 0.000 D+Lr 1 0.2117 9.595 0.0000 0.000 Vertical Reactions•Unfactored Supporl notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimuii 1.287 1287 D Only 0.717 0.717 Lr Oriy 0.570 0.570 D+Li 1.287 1287 s2 - I - 4.7 r2 ■ , SCAM-■-> 1 121 371 551 7.51 1.41 11.31 1321 11,11 VA] 1831 D•terxe(Ft) •«J■+D-L..M•+D.0.710L..0.7SDl.M••D,11.7S01..•15?SR. .7501 4.a+0*0.7S 0L..e..`LDL.O•SZS]!•M 13 - - - - a •FAME--»i 1 -1.3 121 3.71 5.61 7.57 9.41 11.31 1321 11.11 17.03 19.71 Duce i (ft) ■+D•4-0•1•.41••Di0.7101..0.7501.11•*D.0.7S1/1...0.7101.0.ISW.Y 9.•••0.7901..41.1,19140.1219944 BEAM..' r 0.06 �� -1111"14111114:11111111111 �� -0.11 • 1 .- 2 0 i -0.16 -0.22 121 321 521 751 9.41 1131 1321 15.11 17031 18.97 01s141r1cC(F!) •Overolll W1x•n.n l••.i.w•00.13 S t.O•l3•Dili Dec 30 10 09:34a GARY AND CHAR HALL 928 -474-4680 p.8 Innovative Structural Engineering Title: Job# f ist INNOVATIVE 29970 Technology Drive Osgnr Suite 212 Project Desc.: ENGINEERING Mute 21 CA 92563 ENGINEERING Project Notes: (951)600-0032 "Quality With Value" (951)600-0036 Fax Printed.10 DEC 2010 sswM Fi s W:114471Englneerirglbeam catcs.ec5 ' Wood Beam Design ENE RCALC,INC.1983.2010,Van 6,1.51 tic.0.KW-06008076 License Owner INNOVATIVE STRUCTURAL ENGINEERING,INC. Description: Beam B Material Properties_ Calculations per IBC 2001,CSC 2007,2005 NOS Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Comp/ 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi E minbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.06) Lr(0.06) ,F + ___t_- --- - 5.125x13.5 Span= 19.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0050, Lr=0.0050 kst. Tributary Width=12.0 ft,Waling Load 5 psi) DESIGN SUMMARY resign OK Maximum Bending Stress Ratio = 0.197 1 Maximum Shear Stress Ratio = 0.094: 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb:Actual = 471.25psi fv:Actual = 24.83 psi FB Allowable = 2,395.76psi Fv:Allowable = 265.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H location of maximum on span = 9.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span N 1 Span b where maximum occurs = Span S 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.094 in Ratio= 2431 . Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.212 in Ratio= 1076 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations toad Combination Max Stress Ratios Summary of Moment Values Summary or Shear Values Segment Length Span X M V C d C dv C r C m C t C lo Mactual lb-design Fb-allow Vaclual fv-design Fv-alcnv +0 - - Length=19.0 ft 1 0.110 0.052 1.000 0.998 1.000 1.000 1.000 1.300 3.41 262.54 2.395.76 0.64 13.84 265.00 +D+Lr+H 0.998 1.000 1.000 1.000 1.000 Length=19.0 tt 1 0.197 0.094 1.000 0.998 1.000 1.000 1.000 1.000 6.11 47125 2.395.76 1.15 24.83 265.00 +D+0.750Lr+0.750L+H 0.998 1.000 1.000 1.000 1.000 Length=19.01 1 0.175 0.033 1.000 0.998 1.000 1.000 1.000 1.000 5.44 419.07 2,395.76 1.02 22.08 265.00 +D+0.750Lr+0.750L+0.750W•H 0.998 1.000 1.000 1.000 1.000 Length-19.01 1 0.175 0.083 1.000 0.998 1.000 1.000 1.000 1.000 5.44 419.07 2,395.76 1.02 22.08 255.00 +0+0.750Lr+0.750L+0.5250E+H 0.998 1.000 1.000 1.000 1.000 Length=19.0 ft 1 0.175 0.083 1.000 0.998 1.000 1.000 1.000 1.000 5.44 419.07 2,395.76 1.02 22.08 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Dell Location in Span Load Combination Max."+"Dell Location it Span D+Lr 1 0.2117 9.595 0.0000 0.010 Dec 30 10 09:34a GARY AND CHAR HALL 928 -474-4680 p.9 1 ISE Innovative Structural Engineering Title: Job I INN1SEEj03°0032 Project Notes 'Quality with Varue' (951)600-0036 FaJI Printed:to DEC zow.5:16rLu Wood Beam Design - - Fie:W\1 L INC.n eeringbe calcs1ec61 Lic.#: KA-06008078 License Owner:INNOVATIVE STRUCTURAL ENGINEERING. INC. Description: Beam A Overall Maximum Deflections-Unfactored Loads -- ------ -- Load Combination Span Max.""Den Location in Span Load Combination Max."+"Deli Location in Span D4r 1 1.0883 12.113 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Del Location in Span Max.Upward Den Location in Span D Only 1 0.5732 12.113 0.0000 0.000 Li Only 1 0.5151 12.113 0.0000 0.000 D*Lt 1 1.0883 12.113 0.0000 0,000 Vertical Reactions-Unfactored Support notation:Far left 6#1 Values in KIPS Load Combination Support 1 Support 2 Cove---Ari MMAXinum 7.575 8.016 - - - - -- D Only 3.982 4.216 Lr Only 3.596 3.800 0+1.r 7.576 8.016 6l M-- 4s .-...dl _441' •1 MIN -.1•1111111111111111111 11111111111M11.11. .-IIIIIIIIIIIEIIIIIIIII"I= 15 Mil ......■11M1 4 Al 721 5.31 11.76 14.13 1651 111.113 21.26 23.63 Dlctacoa(ft) •4.0•.D4l..D 0.D43.75D1..D.75D1 11■.D.0.7S D1•...FSDL.C.75,0M+11•.0•0.7501,.0-7SOL•D.SESDE.11 1 - - - - - I 1?2. BEAM...>. • ` 1 ■ 2.71 443 7.01 731 11.76 14.13 66.51 31.3$ 21.76 23.63 DISts11e(1 t) .1•0■.7.L•.11 0.D•8.7511.•D 7501•11■.0.5.7501..57501.0.7S5W.M•.D40.7SDS..D.750L./.1254C.a ....imillimmil pip -1.1 - - 2.21. 4$) 7.01 1.31 L1.74 34.13 1651 1191 2126 2343 01C.anC0(Ft) •044..0 7u0:-.4.n 0-...b..••O.y•4 0.17■O.L. Dec 30 10 09:34a GARY AND CHAR HALL 928 -474-4680 p.10 Innovative Structural Engineering Title: Job A ISEi! 3alue'IREE AIM6(951)600-0032 Project Notes "Qua7iry with Value' (951)1100-0036 Fax Prated 10 DEL 2010 9:16M1 Wood Beam Design Fie:W:114471Engineeringtbeamcalcs.ec6 g ENERCALC,INC.1983.2010,Yu:6.1.51 Lic.4 KW-06008078 License Owner: INNOVATIVE STRUCTURAL ENGINEERING,INC. Description: Beam A Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Colrlpr 2,900.0 psi Ebend-xx 2.000.0 ksi Fc-Prl 2,900.0 psi Emilbend-xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling JOt7 Lh Qty)) 0(022)Lr(0.22) • _______11_. • • i t L. 5.25x18.0 ' Span=23.750 ft Applied Loads Service loads entered,Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020 ksf. Tributary Width=11.0 11,(Roof) Point Load: D=1.750, Lr=1.60 k P 13.0 ft,(Beam C Load) Point Load: D=0.720, Lr-0.570 k @ 13.0 ft,(Beam B) DESIGN SUMMARY Cesign OK Maximum Bending Stress Ratio = 0.694 1 Maximum Shear Stress Ratio = 0.322: 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 1b:Actual = 2,515.77psi fv:Actual = 116.80 psi FB:Allowable = 3,625.00psi Fv:Allowable 362.50 psi Load Combination +D+Lr-H Load Combination +D+Lr+H Location of maximum on span = 12.944ft Location of maximum on span = 22.325 ft Span#where maximum occurs = Span A 1 Span#where maximum occurs = Span 111 Maximum Deflection Max Downward L+Lr+S Deflection 0.515 in Ratio= 553 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.088 in Ratio= 261 Max Upward Total Deflection 0.000 in Ratio= 0<190 Maximum Forces&Stresses for Load Combinations _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C lb, C r Cr', CI C fu Mactual lb-design Fb•allow _ Vactual tv design Fv.allow +D Length=23.750 ft 1 0.508 0.235 0.900 1.000 1.030 1.000 1.000 1.000 31.34 1,326.37 4610.00 3.87 61.46 261.00 +D+Lr+H 1.000 1.000 1.000 1.000 1.000 Len*.23.750 A 1 0.694 0.322 1.250 1.000 1.000 1.000 1.000 1.000 59.44 2,515.77 1625,00 7,36 116.80 362.50 +13+0.750Lr.0.750L+H 1.000 1.000 1.000 1.000 1.000 Length=23.750 ft 1 0.612 0.284 1.25D 1.000 1.000 1.000 1.000 1.000 52.41 2,216.42 3,625.00 6.49 102.97 362.50 +0+0.750L00,750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length=23.750 ft 1 0.478 0.222 1.600 1.000 1.000 1.000 1.000 1.000 52.41 2,218.42 4,540.00 6.49 102.97 464.00 +D+0.7501.r+0.7501+0.5250E+11 1.000 1.000 1.300 1.000 1.000 Length=23.750 ft 1 0.478 0.222 1.600 1.000 1.000 1.000 1.000 1.000 52.41 2,218.42 4,640.00 6.49 102.97 454.00 Dec 30 10 09:32a GARY AND CHAR HALL 928 -474-4680 p.1 1 1'-2" i I Om QMI W (N)2X8 07 (N)2X8 JOISTS ® 16" O.C. Vi JOISTS ® 16" O.C. I BEAM 'D' — O - co I O 'Cr) cn O U . c;s xco vt r Z 4X12 `� , ..... — —, 4 (N)2X8 4. JOISTS CO 16" O.C. © I O. -1 ' \ BEAM 'A' � 0� 1 . O L J VI QM CO O (N)4X10 I (N)4X10 in JOISTS ® 16" O.C. X JOISTS 0 16" O.C. / C � 'DP 4�C t H t a • F•1 06 `'ro p ere,v144 dE a oU( rs U AQr rTm' j/q e`t risf s N D � At EXCP F`c;A S � 1r 23'-4" (A.,' V • 7A OF . ` r,-1- { r/c.,ez L,ry V, AIN,,CRt.- r !r-,,,,, ..113-r. � ARcy PRG '-, , , mi <,r � . ) 7 ) �, l 0 ` U / , *N a DHAM * Ni' -2971 ............) -30-1t *SEE SHEET 2 FOR NOTES st�4'OF cnL_\ New Kitchen Ceiling Framing SCALE: 3/16" = 1'-O" 1 OLDHAM ARCHITECTS Jeff Palmer Construction 332 e. fir street, brew, ca 92821 130 Orange AvrOkue,Arcadia 714.482.8296 I Www.oldham-architects.com Dec 30 10 09:32a GARY AND CHAR HALL 928 -474-4680 p.2 BEAM TYPE & SIZING: BEAM 'A': 5Y4" X 18" VERSALAM FLUSH BEAM, MAX LENGTH 24'-0" BEAM 'B': 54" X 13) " VERSALAM FLUSH BEAM, MAX LENGTH 20'-0" BEAM 'C': 5Y4" X 13Y2" VERSALAM FLUSH BEAM, MAX LENGTH 16'-0" BEAM '0': 5Y4" X 131'2" VERSALAM FLUSH BEAM, MAX LENGTH 12'-0" KEYNOTES: 8 1 REMOVE EXISTING POST AND DROP BEAM. 2 NEW 4X6 POST W/SIMPSON ECCQ ® TOP & PHD8 HOLD—DOWN 0 BASE (EXPDXY TO EXISTING FOOTING). O NEW 24"X24"X24" PAD FOOTING W/(2) #4 REBAR TOP & BOTTOM EACH WAY. NEW 4X6 POST WITH SIMPSON ECCO AT TOP AND CBQ AT BASE. O NEW SV X 113/4" VERSALAM HEADER AT EXISTING WALL OPENING. © SIMPSON ECCO SADDLE. O SIMPSON HGU SADDLE. O PROVIDE CS16—R STRAP ACROSS SECTION OF WALL. CONSTRUCTION NOTES: 1. ALL CONVENTIONAL LUMBER DOUGLAS FIR #2 OR BETTER. 2. ALL 2X OR 4X JOISTS USE SIMPSON LUS HANGERS TO BEAMS. 3. ALL NEW POSTS TO LAND ON EXISTING FOOTING EXCEPT WHERE NEW PAD FOOTING IS SHOWN. SEE KEYNOTES FOR POST TO FOOTING CONNECTIONS. (10 ARC,y l`r •Y• 0 SHAM * NO. C 9715 * slq CA �� Notes SCALE: 1" = 1'-0" 2 OLDHAM ARCHITECTS Jeff Palmer Construction 332 e. fir street, brea, ca 92821 130 Orange Avenue,Arcadia 714.482.8296 I www.oldharn-architects.com