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HomeMy WebLinkAbout44 DEEP SEA - CALCSe En ®nrsInc. 1'41Fo .14 Ne17ooB STRUCTURAL CALCULATIONS FOR NORTON RESIDENC LOT 109 CRYSTAL � AL COVE, 44 DEEP SEA NEWPORT COAST, CA. 92657 PREPARED FOR: Dr. Alan and Mrs. Marlene Norton REVISED CALCULATION FOR RETAINING WALLS 6 & 7 JANUARY 2068 Structural Consultants 1 �, o 34167 pacific Coast Hwy, Suite A •Da;; a Point. CA q�a7® ..�.-- Sliding Restraint 12.in Conc w/ #4 @ 12.in o/c 11" #5@18.in @Toe Designer select #5@18.in all horiz. reinf. @ Heel See Appendix A 1 3/4" 3" P-1 2'-9" U-0 1 /2" I --�( 6'-0 1 /2" T-3 1 /2" 2'-0" W L - To specify your own special title block here, Title : RET. WALL - 6 (NEW.HGT.) Page: use the "Settings" screen Job # : 0703-05 Dsgnr: YS Date: JAN 10,2008 - and enter your title block Description..., information, f�} Retain, - o 6.1e, 8•.Ju1y-2004, (c)1989-2004 This Wall in File: h:lprole ctM200710703-051youssenret, walla Registration #: Cantilevered Retaining Wall Design C d Criteria - Retained Height = 3.29 ft Wall height above soil - 2.75 ft Slope Behind Wall = 0.00. Height of Soil over Toe = 11.00 in Water height over heel = 0.0 ft Wind on Stem = 98.0 psf Surcharge Loads -� Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe - 40.0 psf Used for Sliding & Overturning Axlai Load Applied to Stem Axial Dead Load = 412.0 Ibs Axial Live Load _ Axial Load Eccentricity = 180.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning = Sliding 2.45 OK = Total Bearing Load = 3.32 OK 3,011 Ibs ...resultant ecc. = 5.85 in Soil Pressure @ Toe = 1,579 psf OK Soil Pressure.@ Heel = 142 psf OK Allowable - 2,000 psf Soil Pressure Less Than . Allowable ACI Factored @ Toe - 1,932 psf ACI Factored @ Heel = 173 psf Footing Shear @ Toe = 1.5 psi OK Footing Shear @ Heel = 1.9 psi OK Allowable = 85.0 psi Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 660.0 Ibs less 100% Passive Force = - 1,345.0 Ibs less 100% Friction Force = _ 849.2 Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Factored Pressure Toe = 1,932 Heel 173 psf Mu': Upward Mu': Downward - 0 = 0 32 ft-# Mu: Design - 2,041 210 ft-# 178 ft-# Actual 1-Way Shear = 1.51 1.91 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 4 @ 12.00 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.25 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ..,Height to Top = 0.00 ft ...Height to Bottom - 0.00 ft Stem Construction Top Stem Design height ft = Stem OK 0.00 Wall Material Above "Hill = Concrete Thickness - 12.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa - 0.226 Total Force @ Section Ibs = 685.8 Moment.... Actual ft-#= 2,041.5 Moment...., Allowable = 9,048.0 Shear..... Actual psi = 6.2 Shear..... Allowable psi = 93.1 Lap Splice if Above In = 28.48 Lap Splice if Below in = 8.40 Wail Weight = 150.0 Rebar Depth 'd' in = 10.25 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ration' - Short Term Factor _ Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc Fy psi = 3,000.0 psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined o e. in, UBC Footing Dimensions & Toe Width = 2.00 ft Heel Width - 1.50 Total Footing Width = 3.50 Footing Thickness - 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 5.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi Min. As % 150.00 pcf - Cover @ Top = 3.00 in @ 0.0018 Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft To specify your own special title block here, Title RET. WALL .6 (NEW.HGT.) Page: use the "Settings" screen Job # 0703-05 Description.,.. Dsgnr: yS Date: JAN 10,2008 and enter your title block Information, Retain Pro 6.1e, 8-Juiy-2004, (c)1989.2004 Thls Wall In File: h:(projects12007\0703-051yousseflret, Registration #: RP-1134285 Cantilevered Retaining Wall Design wall; Summaryof Overiurnin & ResistinOrCeS & Moments Code: 1997 UBC .....OVERTURNING..... Force Distance Moment Item Ibs ft •.••.RESISTING.,.., Force Distance ft-# Heel A itc ev Pressure = 629.6 1.76 1,110.3 Ibs ft Moment ft-# Toe Active Pressure = -191.4 0.97 Surcharge Over Toe = -186.1 Soil Over Heel = Sloped Soil Over Heel — 181.0 3.25 588.1 47.7 1.46 -69.6 Adjacent Footing Load = Surcharge Over Heel — Added Lateral Load Adjacent Footing Load = Load @ Stem Above Soil = 269.5 6.67 1,796.2 Axial Dead Soil Over Toe ad on Stem = 412.0 2,50 1,030.0 Surcharge Over Toe 201.7 1.00 201.7 Stem Weight(s) 80.0 1.00 80.0 — Total = 660.0 O.T.M. = 2,650.8 Earth @ Stem Transitions= 906.0 2.50 2,265.0 Resisting/Overturning Ratio = 2.46 Footing_ Weighl Key Weight = 1,050.0 1.75 1,837.5 Vertical Loads used for Soil Pressure = 3,010.6 Ibs Vert. Component 5.00 Vertical component of active pressure NOT used for soil pressure Total = 138.4 2,969.0 Ibs 3.50 R.M.= 484.4 4g gg 77 Sliding Restraint #5@18.1n @Toe Designer select #5@18,411 horiz, reinf. @ Hee§ee Appendix A 12.in Cone w/#4 @ 12.in o/c 1 3/4" - 1'-0" T-0 1 /2" 1 1 T-0 1 /2" 2'-0" WALL --- 6'-0 1 /2" To specify your own Title RET. WALL -7 (NEW.HGT.) Page: special title block here, Job # 0703-05 Dsgnr: YS Date: JUL 22,2007 use the "Settings" screen Description..., and enter your title block NORTON RES. information. This Wall in File: h:lprojects1200710703-051 ousseflret. walls Retain Pro 6.1e, 8-July-2604, (c)1989. 0004 Registration#: RP-1134286 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 6.04 ft Wall height above soil - 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 11.00 in Water height over heel = 0.0 ft Wind on Stem = 98.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 psf Used for Sliding & Overturning Axial Load Applied to Stem---^� Axial Dead Load - 412.0 Ibs Axial Live Load = 180.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.95 OK Sliding - 1.27 Ratio Total Bearing Load = 3,863 Ibs ...resultant ecc. = 11.53 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 68.0 psf/ft Toe Active Pressure - 68.0 psf/ft Passive Pressure - 250.0 psf/ft Soil Density = 110.00 pcf FootingliSoil Friction = 0.300 Soil height to ignore for passive pressure - 0.25 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top - 0.00 ft ..,Height to Bottom = 0.00 ft Stem Construction I _ Design height ft= Wall Material Above "Ht" _ < 1.51 Thickness = Rebar Size = Soil Pressure @ Toe - 1,821 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,219 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe = 7.7 psi OK Footing Shear @ Heel = 4.1 psi OK Allowable = 85.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,934.5 Ibs less 100% Passive Force = - 1,345.0 Ibs less 100% Friction Force = 1,104.9 Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 451.8 Ibs NG Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable = Shear..... Actual psi = Shear.,... Allowable psi = Footing Design Results-� Toe Heel Factored Pressure = 2,219 0 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 355 ft-# Mu: Design = 4,798 355 ft-# Actual 1-Way Shear = 7.71 4.06 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 4 @ 12,00 in Top Stem Footing Dimensions & Strengths Toe Width = 3.25 ft Heel Width = 1.50 Total Footing Width = 475 Footing Thickness = 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 5.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Stem OK 0.00 Concrete 12.00 # 4 12.00 Edge 0.530 2,030.0 4,798.3 9,048.0 16.7 93.1 Lap Splice if Above in = 28.48 Lap Splice if Below in = 8.40 Wail Weight = 150.0 Rebar Depth 'd' in = 10.25 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ration' _ Short Term Factor - Equiv. Solid Thick, _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined To specify your own Title RET. WALL -7 (NEW.HGT.) Page: special title block here, Job # 0703-06 Dsgnr: YS Date: JUL 22,2007 use the "Settings" screen Description.... and enter your title block NORTON RES. Information. This Wall in File: h:kprojectsk200710703-05kyousseflret, wall: Retain Pro 6.1e, 8-July-2004, (c)1989-2004 Registration # : RP-1134285 Cantilevered Retaining Wall Design Code: 1997 UBC Summa of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment RESISTING -- Item Ibs ft ft-# Force Distance Moment Heel Active Pressure = 2,197.8 2.68 5,890.1 Soil Over Heel = Ibs 332.2 ft 4.50 ft-# Toe Active Pressure - -289.2 0.97 -281.2 Sloped Soil Over Heel = 1,494.9 Surcharge Over Toe = -72.1 1.46 -105.2 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 98.0 Axial Dead Load on Stem= 412.0 3.75 1,545.0 8.54 836.9 Soil Over Toe Surcharge Over Toe 1.63 . - Stem Weight(s) - 130. 30.0 1.63 21111.3 Total = 1,934.5 O.T.M. = 6,340.7 Earth @ Stem Transitions= 1,056.0 3.75 3,960.0 Footing Weighl Resisting/Overturning Ratio = 1.95 Key Weight - 1,425.0 2.38 3,384.4 Vertical Loads used for Soil Pressure = 3,862.9 Ibs Vert. Component - 263.0 5.00 4.75 1,249.4 Vertical component of active pressure NOT used for soil pressure Total = 3,945.9 Ibs R.M.= 12,377.4 NORTON RESIDENCE LOT 109 CRYSTAL COVE, 44 DEEP SEA NEWPORT COAST, CA. 92657 PREPARED FOR: Dr. Alan and Mrs. Marlene Norton REVISED FRAMING CALCULATION MAY, 2008 RECEIVED JUN 0 8 2000 () (0 �0'2-- �9 Structural Consultants 34167 Pacific Coast Hwy, Suite A v Dana Point, CA 92629 (949) 496-8633 - (949) 496-8694 fax a la .r :?4g Design Loads: Floor Dead Load PROJECT: NORTON RES. DESIGNED BY: Y.S JOB NO: 0703-05 CHECKED BY: Tile 12.00 psf 2" Lt.Wt. Conc. 20.00 psf 1 1/8" Plywood 3.40 psf Framing 4.50 psf Insulation 1.50 psf Sprinklers 2.00 psf Drywall Ceiling 2.80 psf Misc. 0.80 psf Floor Dead Load 47.00 psf Floor Live Load 40.00 psf Deck Dead Load Tile 12.00 psf 2" Lt.Wt. Conc. 20.00 psf 1 1/8" Plywood 3.40 psf Framing 3.30 psf Insulation 0.00 psf Drywall Ceiling 2.80 psf Misc. 0.50 psf Floor Dead Load 42.00 psf Floor Live Load 40.00 psf JtiCJ✓i NU.: DATE: JULY 2007 DATE: 1 Roof Dead Load Roof Tile 15.00 psf 1/2" Plywood 1.50 psf Insulation 1.50 psf Framing 2.80 psf Drywall Ceiling 2.80 psf Sprinkler 2.00 psf Miscellaneous 0.40 psf Ceiling Framing 2.00 psf Roof Dead Load 28.00 psf Roof live Load 20.00 psf Dead Load 7 psf Live Load 10 psf External Walls 16 psf Internal Walls 10 psf Concrete Floor Dead Load Tile 12.00 psf 6 1/2" Conc.Slab 85.00 psf W : Weight.of (6 1/2" W3 NW Formlok 1 1/8" Plywood 0.00 psf + 2" W = 60.4 + 24 = 85 psf additional concrete Framing 0.00 psf Insulation 0.00 psf Sprinklers 2.00 psf Trellis Load Drywall Ceiling 2.80 psf Misc. 2.20 psf Dead Load 5 psf Floor Dead Load 104.00 psf Live Load Floor Live Load 10 psf 40.00 psf Delta ow FRAMING PROJECT: NORTON RES, DESIGNED BY: K.S. JOB NO: 0703-05 CHECKED BY: SHEET NO.: DATE: MAY 2008 DATE: MEI6'MER• N) FB -1 MEMBER INFO: w M MAX LENGTH "L" = 7.5' DL=47 psf LL=40 psf L Weight of Fire place=85 psf Weight of Concrete Area=125 psf LOAD INFO: WDL = 16/2 X 47 + (1.66 X85psi + 2.166 X 125psi)/2=583 plf WLL = 40 psf (16/2)' = 320 plf USE': 3 '/z X 14 46 MICRO]LAM MEMBER(N) FB - 2 MEMBER INFO: MAX LENGTH "L" = 21' �P LOAD INFO: �—�—�--7—� DL=1.33 X 47 =63 plf + y 1 L w LL=1.33 X 40 =54 plf P=2.19 kips + 1.2 kips l.._._� _-__.... ____ ,_i X USE: I 'A X 14 " MICROLAM 34167 Pacific Coast Hwy, Suite A Dana Point, CA 92629 1 PH:949-496-8633 I -Fax: 949496.8694 VVood.��am. Design ------- Description : (N)FI3-1 Material P_ropertie_s Analysis Method: Allowable Stress D I IIIC . Dsgnr: Project Desc.: Project Notes eesgn Fb - Compr Load Combination 2006 IBC & ASCE 7-05 Fb- Tension Fc - Prll Wood Species : Truss Joist Fc - Perp Wood Grade : Microllam 1.8E WS Fv Ft Beam Bracing _ Beam is Fully Braced against lateral -torsion buckling 3.5x14 _ File: JOD 7f Prinled: 30 MAY 2008 l07 0103-05Wew FIREpLgCE 05 304B re place.ec6 ENERCALC, INC,1983.2008, Ver: 6:0,18, N:89259 --C_1IcLd<atians pexr 16C 2006, C8(;' 2007, 2005 NDa 2,600.0psi E: Modulus of Elasticity 2600.0psi Ebend-xx 1,800.Oksi 1:600.0 psi Eminbend - xx ksi 750.0 psi 285.0 psi 1,000.0psi Density 34.150pcf Applied Loads --� Load for Span Number 1 Service loads entered. Load Factors will be -- - applied for calculations. Uniform Load: D = 0,5830, L = 0,320 k/ft, Tributary Width =1,0 ft _ Maximum Bending Stress Ratio = Section used for this span 0.25a 1 Maximum Shear Stress Ratio fb :Actual 3.5x14 Section used for this span 0' = FIB : Allowable = 666.36psi 2,600.00psi fv : Actual 3.5x14 71.66 psi Load Combination +D+L+H Fv : Allowable = 285.00 psi Location of maximum on span _ Span # where maximum occurs = 3,725ft Load Combination Location of maximum on span = +D+L+H Maximum Deflection Span # 1 Span #where maximum occurs = 0.000 ft Span # 1 Max Downward Live Load Deflection = 0.016 in Support Reactions ( kips ) Max Upward Live Load Deflection = 0000 in - D L+Lr S W E Live Load Deflection Ratio = 5630 Support #1 2.19 1.20. H - Max Downward Total Deflection = 0.045 in Support 42 2.19 1.20 Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1000 Maximum Forces & Stresses for Load Combinations Load Combination ` - Max Stress Ratios_ Suumary of Moment Values_ - -- Segment Length Span # M -----AXimum ------ V _ Mactual lb -design Fb __Summary of Shear Values_ - Overall MAXimum Envelope -- allow --- -__ _ Vactual fv-desi n g Fv-allow Length = 7.50 ft 1 D 0.256 0.251 -------------- 6.35 666.36 2,600.00 2.34 ' Length = 7.50 ft 1 0.165 +D+L+I { 0.162 4.10 430.22 2,600.00 1.51 71.66 285,00 Length = 7,50 It 1 0.256 +D+Lr+H 0.251 6.35 666.36 2,600.00 46.26 285.00 Length = 7.50 ft 1 0,165 2.34 71.66 285.00 +D+0.750Lr+0.750L+H 0.162 q,10 430.22 2,600.00 1.51 4626 285.00 Length = 7.50 It 1 0,234 0.229 5.79 607,33 2,600,00 2.13 65.31 285,00 34167 Pacific Coast Hwy, Ds nr: 9 Suite A Project Desc,: Dana Point, CA 92629 I " PH: 949496-8633 Project Notes — — Fax: 949 496 8694 —,-----.— —_--- — — — -- — pea Design Prnlod• 30 MAY 2000 WECM076703.05WewFiRe LC05-- AE.308fipOOd ielace. File:G;Ip-R-. _ 'r .•r;r—�—.. - -` -- - - 008V0er;ENERCALC,INC. 1983.2, Description (N)FB•1 s Overall Maximum Deflections • Unfactored Loads Load Combination Span Max, " " Defl ----------_.____—_— D Location in Span Load Combination —------ Max. "+^ Defl Location in Span + Lr + L 1 0.0451 — 3.775 ----------- ---- -- _ Maximum Deflections for Load Combinations • Unfactored Loads o-0000----o-000 --- Load Combination Span —Mx. Downward Defl Location In Span D Only --- -- --- ---- ---3.775 — -------- Max. Upward Defl Location in Spa - — 0.0291 Lr+L Only 1 0.0160 3.775 0.000C -- 0.000 ------ D + Lr + L 1 0.0451 3.775 0,0000 0.0000 0,000 Maximum Reactions • Unfactored o.000 Load Combination Support Reaction ------- Overall MAXimum Support 1, (D +Lr+L) _Vertical 3.386 Overall MAXimum Support2, (D+Lr+L) 3.386 D Only Support1 D Only 2,186 Support 2 Lr+L Only Support 1 2,186 1.200 Lr+L Only Support 2 1.200 D +Lr+L Support 1 3,386 D +Lr+L Support 2 3.386 Delta Engineers Inc. 34167 Pacific Coast Hwy, Suite A Dana Point, CA 92629 ' I PH, 949-496-8633 Fax_949-496-8694- lNood beam ®esign r:ei .. s r Description : (N)FB•2 Material Properties_ _ Analysis Method • Allowable Stress De Title: Job # Dsgnr; Project Desc,: Project Notes ----- ------------ __ __ _ Prill led 30 MAY 2008 F71e: G:NROJECTS1200710703-05UJew FIRE PLACE 05 30 0816re place.ec6 # ENERCALC,INC. 1983.2008,'Ver:6.0.18, N:89259 sign Fb - Compr Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fc - Prll Wood Species ; Truss Joist Fc - Perp Wood Grade ; Microllam 1.8E WS Fv Ft Beam Bracing _-Beam is Fully Braced against lateral -torsion buckling 0 _Cr+Iculatians per I130 2006, C13C 2007, 2005 NDS 2,600.0 psi E ; Modulus of Elasticity 2,600.0psi Ebend-xx 1,800.Oksi 1,600.0 psi Eminbend - xx ksi 750.0 psi 285.0 psi 1,000,0psi Density 34.150pcf Applied Loads Load for Span Number 1 Service loads entered. Load Factors s w be r calcula _ applied fo tions, Uniform Load : D = 0.0630, L = 0.0530 k/ft, Tributary Width =1.0 ft - Point Load : D = 2,190, L =1.20 k (a 16.0 ft ARY Maximum Bending Stress Ratio = Section used for this span 0.708 1 Maximum Shear Stress Ratio 0.394 fb : Actual = 3.5x14 1,841.09psi Section used for this span : 1 3.5x14 FB : Allowable = 2,600.00psi fv : Actual Fv : Allowable 112.35 psi Load Combination Location of maximum on span = +D+L+H Load Combination 285.00 psi Span # where maximum occurs = 15,926ft Span # 1 Location of maximum on span +D+L+H 19.872 ft Maximum Deflection . Span # where maximum occurs - - Span # 1 Max Downward Live Load Deflection = 0.349 in Support Reactions ( kips ) Max Upward Live Load Deflection = 0.000 in D L+Lr S W E Live Load Deflection Ratio = 721 Support #1 1.18 0.84 H -- ---- Max Downward Total Deflection - 0 in Support #2 2.33 1.47 Max Upward Total Deflection 0. .000 in Total Deflection Ratio _ - 285 285 Maximum Forces_ &_Stresses for Load Combinations I Load Combination Max Stress _ Ratios Summary of Moment Values -- - Segment Length _ Span # M V _ Mactual fb design Fb-allow __ Summary Shear Values Overall MAXimum Envelope -- - Vactual fv-dof esign Fv-allow Length = 21.0 ft 1 0.708 � 0,394 17,54 1,841.09 2,600.00 3.67 ---------- 112.35 Length = 21.0 it 1 0.438 +D+L+H 0,243 10.85 1,138.75 2,600.00 2.26 285.00 Length = 21.0 ft 1 0.708 +D+Lr+H 0.394 17,54 1,841.09 260000 .3.67 69.15 285.00 Length = 21.0 ft 1 0.438 +D+0.750Lr+0.750L,H 0.243 , 10.85 1,138.75 2,600.00 2.26 112.35 285.00 69.15 285.00 Volt❑ L119111 10 111u, 34167 Pacific Coast Hwy. Suite A Dana Point, CA 92629 PH: 949-496-8633 Fax: 949-496-8694 Wood. Blliarri -Design - t,tt Description : (N)FB-2 I Itle : Dsgnr: Project Desc.: Project Notes : File: Job # Prinled: 30 MAY 2008 ENERCALC, INC.1983.2008, Ver, 6.0,18, N:89259 Load Combination _ Max Stress Ratios_ Summary of Moment Values___ Summary of Shear Values Segment Length_ _ Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 21.0 ft 1 0.641 0.356 15.87 1,665.50 2,600.00 3.32 101.55 285.00 Overall Maximum _Deflections - Unfactored Loads Load Combination - _ Span Max, " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D + Lr + L 1 0.8841 11.275 -- -- --- - Maximum Deflections for Load Combinations - Unfactored Loads - 0.0000 --- 0.000 -- _ Load Combination _ Span Max. Downward Dell Location in Span_ Max. Upward Defl Location in Span D Only 1 0.5348 11,416 0,0000 Lr+LOnly 1 0.3494 11,275 0.000 0.0000 D + Lr + L 1 0,8841 11.275 0.0000 0,000 0.000 Maximum Reactions - Unfactored Load Combination _ Support Vertical Reaction OveraIlMAXimum Support1_, (D+Lr+L) 2.025 Overall MAXimum Support 2, (D + Lr + L) 3,801 D Only Support 1 1,183 D Only Support 2 2.330 Lr+L Only Support 1 0.842 Lr+L Only Support 2 1,471 D +Lr+L Support 1 2.025 D +Lr+L Support 2 3.801 PROJECT: NORTON RES. DESIGNED BY: K. S JOB NO: 0703-05 CHECKED BY: CHECK MOMENT FRAME FLOOR BEAM FOR NOTCHED TOP & BOTTOM FLANG. PROVIDE ADDITIPNAL STEEL SECTION TO STRENGTHEN TI-[E TOP & BOTTOM FLANG WHERE REQUIREN. SI I['E'F NO.: DATE: MAY, 2008 DATE: ' ----------'------- r�------ --- --'-------'- |U/UJfUb ' ot11:50Ak4! |MF-3NEW-Gu 8ang.r2 ,Solution: Envp. Delta Engineers YS ------------- -- 10703-05 MF-3 NEW / SEPT. 2007 'May 13, 2008 at 11:52 AM MF-3-NEW-cut flang,r2d I Delta SHEET NO,: PROJECT: NORTON RES. D13SIGNI D BY: K. S. DAIT': MAY. 2008 a JOB NO: 0703-05 Cl II CI(ED BY: DATE-_: CHECK EXISTING MOMENT FRAME FLOOR BEAM FOR W 12 X96. INFORMATION FOR W 12 X 96 t,=0.9 in tr=0.55 in Ix-x=833 inn I y.y=270 1J1n A = 28.2 ln2 FROM RISA : MAX(.I'b/1'inu,w pie) =0.694 <1 BEAM IS O.K. 12.7° 12. 2" CHECI{ MOMENT FRAME FLOOR BEAM FOR NOTCHED TOP & BOTTOM FLANG. Ix-x=833-2X(1/12X2.5X 0.93+2.5X0.9X592=676i114'1 3'6I ly.y= 270 —2 X (1/12 X 0.9 X 2.5 3 + 2.5 X 0.9 X 4.85 2 )=161.8 inn A=28.2-2 X 2.5 X 0.9 =23.7 in'` FROM RISA : r Fi/Fir10owable =0.853 < 1 BEAM IS O.K. Beam: M5 Shape: W12X96 Material: HR STL Length: 22 ft I Joint: N2 J Joint: N5 LC 1: 1.2DL+0.5LL+2.8EL Code Check: 0.694 (bending) Report Based On 99 Sections Max: -.048 at 0 ft fa_—.._.._..._._ Max: 35.343 at 22 fc Min:.071 at 12.122 ft Max: .071Mat 12.122 ft I t ksi i Max:-15.673 at 0 ft V Min:-45.963 at 22 ft Max: 386.057 at 22 ft Min:-35.343 at 22 ft Min: -.245 at 5.612 ft 4 RISC ASD 9th Ed. Code Check Max Bending Check 0.694 Max Shear Check 0.193 Location 22 ft Location 22 ft Equation H2-1 Max Defl Ratio L/1079 Compact Allowables Increase: 1.7 Fy 50 ksi Out Plane In Plane Fa 30.477 ksi Cm .85 Ft 51 ksi Lb 22 ft 22 ft Fb 51 ksi KL/r 85.319 48.574 Fv 34 ksi Sway No No Cb 2.3 L Comp Flange 22 ft k k-ft in M Company : Delta Engineers May 13, 2008 Designer YS 12:03 PM Job Number : 0703-05 MF-3 NEW / SEPT. 2007 Checked By: Member AS® Steel Code Checks (Bv Combination Member Shap.e.. UC_MaxI-oc[ft]_ -Shear_UC Loc[ft].____Fa[ksi]__ Cb _Cm Eqn W12X96 1._W12X87_ 694 _.. 1 -22 - -.193 _._ 22 30.477 -51 --51 - 2.3 85 H2-1 M6 . _. ._ 691---_� O- 1.36 .- -_0 278_-j 1.75 6 _3 _.1_ _ M1_ W12X87 .575 1 10.9 118 n _43 an ��Q --51.- F� ----51- �� ^ �C ;. _H1-2. _! 1 -; _M4 ;. W12X87 _. 203 _ 0 066 _0 _43 278 51. 51 2.3 .346 H1 2 -_M2 i---W12X87 154._._, 1.0 9_' 036 0 _43.278 51. T1.902,-.._544_:_.H2 1_ 7 2 .t M5_. _ W12X96 ! W12X87_ _397._ ; 0 .._ 148 _ 0 __23._8---- 39 99 _._51 39 99._-. 2 221 85_ ...H2-- __369 10.9_-, 070__.i 0 _....0 5 .1 39_99_._._39 99i._1 75_ 6 9 1. 0 2 . 1 2 M3 M6 W1 OX49 - - 249 - ; -0 .063 -_. _ 0_ ..:18 45939..99 39 99 _2.278Y __. __H1-2___I _.85 _ H.1-3 W12X87 .. .222_ ;- _.0 •045 ; 0 33 935:_ 3.9_99_ i 39 99 1.75 .6 1-2 M2 __._.. W12X87 116 .._..._:_ 10.9.__ _045 - 0 _33 935__ 39,,_99 38.99 _ __ 2.3 _ __H .217 _1 HI-9 1.3 3 M6 _ W12X87 667 0 _..__ 132 0 43.278 51 51 1.75 _... 6 H1.2 14 3..i M5 W12X96 658 _ ..22 167 22 !_30 477__i 5.1 j -- -51 -2 3 ;- •-85 H2-1_ 15 3 M1 W12X87 599 10 9 121 0 43 278 16 ...... ... _._W10X49 405 ... _.22...__ : _ _ .081 ---22 23.541 51_- --- -------- . _1.75._ ............6 61 51 23 H2 1. --192 --- �- 060 0 43 278_. _- 51_. __. 51 .. .. -2 3- . =85 •.38 N1.2.._ ___164 10,9._-� 042 a 0_. 4..3 278__ 51.-- !2.049f H2-1 _.19 20 4_+ 4_�.: M5 M 1 .W12X96 i_ I___W 12X87 340_i 0___ 106 0 23.898 39.99 _51 3999 ,494 _ -- _ __ {_33 331 10 9 064 935 39_99 _39 99 _23 ]. 1 75 __•6 H1-2 --21 23 4 - 4 M6 M2_ W12X87 _I-W10X49.-_ ! _245 _ 211 - 0 --I _ _0 _ _� 051 047 _0 0 j_33.935_.1 Y - 39.99_ -. 39 99- �_ ._ [. 24 _ 4 - M4W1'2X87 W 12X87 - + .099 - _063_. 10.9_ 035 - - -- 0_� 012 __.._0 -_-22-1 _ 0 33 935_ 39.99 --- a 33 935 39_99 _ 39 99 _- 39.99 _._ 2 3 ! 1,67 __ 01 634� H 1 2 H2-1 25 _; 5 M5_W12X96 __278_,_ { 22 , _097 23.898_ 39.9.9 = 39. 39.99 -- 2.3 85 - H2 1,_.! --- _ W 12X_87 _.,,264 _� 0-_._:. 0_5_1 __ __ 0 .33 935-j_39:99 - _3-9 99 1 75 I 6 H 1 2__j 27 C-28 5 _ 5 M3_ M:1. W10X49 t 173 - --22 ._ r 10.9._ 042_ 036 22 0 18 459 '_ 935 39.99 39 99 2 3 .85 �__H1 _3 29 �_ ._ 5 _ i _W12X87_- M2_ _W12X87 i W 12X87 _1.73 .081 042 = 0 .._ 030 1_ _ _0 33 33 935 i 39.:99 __39.99 39 99 - 39.99 - ..'._1 75_. __2 3 6 . ,.. 251 ,;_ H1-2..__I _2._.. - 10.9 005 0 33 935 39.99 39 99 1. 365 _H1 H 1 2.1 31 g ._ _M5 ___W12X96 094_ 22 ..-__ 070 22 .1. 17,928 30__ 30 1 .766 1__....: 32� _._ i_. _ _M3 W 10X49 _.: 064 _ _ 22 ._ 024 0 , _ _13.847..� 30.._.. 1 _.85 ..__H2 85 '.._ H 1-2 33 1.6 _-_ M_6 __. W 12X87 __ 064 0 _..-_. 0.10 0 25 458 _ _._25,_506 30 30 __ 1 75 6 ._ H 1-2 34 6 _ M1 W12X87 010 0 25 458. ! 30 _ 30 ..---. ; 1 75 6 H1-2 _35 _36 6 _ 6 _ M2_ M4 .-W12X87 ....: __;- W UX87 ! 059 .059 _ 0 _ fi 10 _9 017 017 0 0 25,4b8 25.458 30 _ 30 30 30 .237�_434 _38 17 II _ , -38 � I M_3_ W 10X49 � i .047018 j 253 06 , _ 1 85 ; H 1.2 39. } 0 1-7-- 7 M6 _.. M1 ----- _ ? W12X87 1_.044 _044__ 1 0 _-__ 1d-9._.-. .007 0 - 0 25.458� 25.458�- 2---! 41 7 ! __W12X87 M2- W12X87 -I. __. 042 0........ _007_ _ � --30_...-+-- 30.___ 30 30 2,261'_._427 ,_.H1.2.__; _42 7._I- M4. iW12X87 042 �_ 10 9_._.! 0_12 I 0 25,458_-� 30--+ !2261!__427 44 18 _.. _ 51 --3v _ 51 1.75 6 H.1 2. _ M1_ �_W12X87 226 $... _10 9; 045 0 43 278_ 51- _51 1. 75 ! H2-11 45 8 M5. _W12X06 ,217 .._. 22.-- ii 046 ------0 __30.477 .. 51_... 2 3_ __6 H1-2 _!.__ M3_ - W10 . _4 -- -: 23 541. _51 23. _.•2 _ 47_-� 8 1_ 8__ M4 M2W12X$7 _ �W 12X87 . I__064 064 _ _ 0 �10.9_'�018 018 _ 0 ._ 43.278 +43.278 .51_ 51 _ _..51- - 51 2-.241 433. -1-1-1.-2 .J _H 1-2 _48 0_ __51_i� 51 _ 2.241' 433 H2-1 RISA-2D Version 6.0 [G:\PROJECTS\2007\0703-05\Khosrou 05-07-08\MF-3-NEW.r2d] Page 4� Company Delta Engineers May 13, 2008 13 Designer YS 12:00 PM 'Job Number 0703-05 MF-3 NEW / SEPT. 2007 Checked By: Envelope ASD Steel Code Checks Member Shape . Code Ch... Loc[ft] Ic Shear Ch... Loc[ftj-. Ic Fa [ksil R [ksi] Cb— Cm ASD Eqn Mi W12X87,.-..---,599 10.9 3 1.21 — - -0.- 3 — 43.278 51 51 1 75 1-12-1 -M 2- W.12?<87 .164 110.9 3 045 0 2 43.278 51 51 2-- .494 H2-1 3 M3 WI OX49 .429-.- .... ......... 22-,,.,.-r 1 091 22 1 23.541 5 1 51 43,278 51 2. 1-112 5 M5 W1 2X96 .694 22 1 I- .193 22- 1 30.477 - --- -- -.-I 51 ...... 51 -­­:2�3, .. . . .-........... M6 -W12X87 1 Z78 1,75, 1-11-2 Joint Coordinates and Temperatures Label N -1- 0 ----- ------ 22 22 Member Primary Data IQMP-[F] - 0 10.9 , . 0 21.8 0 --- - -------- 21.8 10.9 . 0 0 0 Label I Joint J Joint Rotatp(dpn) Sentinn/Shp np. np.qirin 1 10 Tw— nnolorioI n M 1 2 1 --M2 M 1 N I N N 3 u u. sec-3 Wide Rance 'Column HR STL Vpical sec-3 Wide Flange,Column HR _STL Typical 3 4 M3 M4 N3 N4 N4 N5 I SEC-1 --�sec-3 Wide Flange Beam I HR STL T Ical Wide RangeColumn HR STL Ty_ pical 5 5— M5 M5 N2 N5 N5 N6 I SEC-2 i sec-3 I Wide Flange Beam HR STL i Typical I Wirlp Flqnnp. (-i —imnT—HP .DTI Hot Rolled Steel Section Sets Label SEC -1 Shape Des L21---5EC-2----.I- M1-2X96 -INdq -3y sec-3 lwide Hot Rolled Steel Design Parameters -.--M.aterial..--..--,--.Desi,gn Rules_____ Typical 14.4 93.4 272 70 HR—STL --740 Label-- Shape - LenQth[ftl Lb-outfftl Lb-in[ftl Lcornp tODfft]LcoMD hntrftl K-nut K-in nrn ('.h n,f . 1r I Mi sec-3 10.9 2 1 M2 sec-3 10.9 3 M3 SEC-1 22 4 ------------ 10.9 5 M5 6 M6 SEC-2 sec-37-10—.9­ 22 --------- Member Distributed Loads (BLC I : DO M.ernber Label Direction Start Magnitude[k/ft,d ... End e Magnitudfk/ft,d,,- -M-3 -Stqrt-Locatic-n[ft,,I/oj._ End .Location[ft %] --M Y . -07 - 07 0 22 L --------- -- - 0 -.16 0 3 M3 Y -.16 0.. 22 M5 -.889 - 22 Member Distributed Loads (BLC 2: LL) NAF-mhp.r I n6P.1 nironfinn Start MAnnihidafk/ft ri Fnd N/Innnih j(ipfk A - Start I nr-.,,itinnrft O/M —EncLI nr.Aflnn[ft OAJ RISA-2D Version 6.0 [G:\PROJECTS\2007\0703-05\Khosrou 05-07-08\MF-3-NEW.r2d] Page 1 Company Delta Engineers May 13, 2008 Q esigner YS jai Job Number 0703 12:00 PM -05 MF-3 NEW / SEPT. 2007 Checked By: Member Distributed Loads (BLC 2: LL) (Continued -Direction ----- -Start -Magn! ude[K/ftd..-.End-Magnit-u-d.e[k/ft,d,..,. -Start Location[ft,O/o] lEnd Location[ft,%] -.05 -.05 0- 3 M3 Y. -,12 j2__ 0 i ------- 4 M5 Y -- ---- -.62 __62 ­ .. __ L___ 0 ___ - - 22 J, 22--- Jq�mt Loads and Enforced Displacements (BLC I : DL Joint Label N3 L,D,M Direction Magnitude[k,k-ft in,rad k* SA 2/ft] N 4 L Y q Y -1.14 Joint Loads and Enforced Displacements (BLC ,2: LL) -Joint Label N3 L,D,M Direction. M.agnibude[k,k-ftjn,rad k*.sA2/ft]__ L Y -.82 Joint Loads and Enforced Displacements (BLC 3: EL F i Label L,D,M L Direction_ ------ ------- Magnit - *SA udg[K kit- in,rad _k 2 4.014 3-- N2 L X 4,014 4 J: ----------- L 5-914 Envelope Member Section Deflection Mp.mhi-.r 1 M 1 x 0 JJ_Y_f:M1 0__ Ic 0 1 NC 2 1 min 0 1 0 1 1 NC 3 4 2 max .002 1 3 .447 2 1660.098 _3 min -.003 2 1 -1.205 3 1 3 5 max .005 _753.338 3 .737 2 NC 2 'f 6 min .006 -, - --' -2.062 NC 3 7 M2 1 F max _,kO_5 3 .737 2 NC 2 ---------- RISA-21D Version 6.0 [G:\PROJECTS\2007\0703-05\Khosrou 05-07-08\MF-3-NEW.r2d] Page 2 Company Delta Engineers Mhav13 2OO8 QeokJner � Y8 ^ -'- . � 12:QOP�W .Job Number � 0703-05 K0F'3 NEW/ �EPT. 2O07 C--`kud By: Envelope Member Section Deflections (Continued -INC 4 1-34 35',�� = ! -n2�D_ 3O|- -- �-----'--- -^ T------- -f-'- ^�C- / Member min .873 6 9- max 254 67 16 min 17 23 30 .09 36 min AISC ASD 9bh Ed. Code Check / Max Bending Check 0.853 K4smShoarChook O18G ! Location on 22ft Location �' ft ! Equation H24 Max DeORab ' o L�>13 i Compact ! AJ|owab|an Increase: 1.7 Fy 50kxi Out Plane -- | In ' Fa 24'59 ksi Cm —''` | 85 . Ft 51 ksi � Lb �2D -- 22ft | � Fb 51 ksi KL/r 101.039 48.432 i Fv 34koi Sway ' No No | Cb 3.3 LCmnp Flange 22ft ` Company Delta Engineers ' . . .Designer yG K4av13, 2008 ' ' . Job Number 0703-05 yNF'3NEVV/SEPT. 2UO7Checked By:_ 1i��GA� LC .69 23-54 '1 : 25.458 o 47 51- Company Delta Engineers May 2008 'DooiJnor � YG ' ' 11:48AM .job Number 0703-05 N1F-3NEW/ SEPT. 2007 ChookadBy: Member,_. .185 61 5-1 .692 JoLnt Coordinates and Temperatures ! —T--'----'-- 1 --- N\ ------------'�---- -----'-r--- -------- --/p"��c 2� . .�� | --— - N2� � � ----- ------- --- -�� -� -" _] /n -- ! _~ � --�-�-' --�----- » ��� ' l _ 0 O | 3 � � - - N3 -----�- ' �- ��� �� _1[U) 21.O 0 4 . ' _ _ N4 -�� - ' -�� -�^ - --~� | -�� - - -' � 21 O | O / 5 | � ' ��- N� �- - - ' 22 '- 10.9 �- J ' O ! _ `~ NO | 22 ' O 1 u / MI N1 -M2 1\12 I N 2 sec-3 sec 1 Wide Flan e Column I Wide Flan e Column. 1 HR STL i Typical HR STIL Typical M6 N6 Typical , sec-3 I Wide Flange ; Column LHR_STL _Typical Hot Rolled Steel Section Sets -id-e 93.4 sec-3 -rvnl-;� W--- Flancle Column RR�S!L. Hot Rolled Steel-,DesLqn Paramete (BLC I : DL Company Delta Engineers May 13, 2008 Designer YS 11:48 AM 'Job Number : 0703-05 MF-3 NEW / SEPT. 2007 Checked By: Member Distributed Loads (BLC 2: LL _ ____ Member Label._ -_ _ Direction Start_Magnitud.e[k/ft d ..End. Magnitude[k/ft,d ... Start_Location[ft,%] 1 M3 - Y -.05 _ -.05 0 _End_Location[ft,%] 22 3 M3 _._ _ Y -.12 0 11 22 4 M5 - - Y _ - -,6 -.62 0 22 Joint Loads and Enforced Displacements (BLC 1 : DL D M__ - Direction _ _ _ Magnitude[k k ft in,rad k"S^2/ft] 1 _ -N3 - _ . ..._ _ I-- Y- 1 14_ ?---- _ _... _.-Y -- ---- - --._ - -._ ----Joint Loads and Enforced Displacements (BLC 2 • LL) oint_ Abel_..__ L D,M _. - .. -- _.. _Direction- _ _ - Magn.itude[k,k-ft_in,rad k*s^2/ft]___ N3 L Y _ R� Joint Loads and Enforced Displacements (BLC 3 • EL) _____._-- -.Joint LabelL,D,M- ----- Direction Magnitude[k,k ft.in,rad_k's^2/ft]_ - -- -- - N3 - - - �- -- L- -- -- T - X - - -- 4.014 --- _ _2_ _ ._. N4 -- - - L - X- - 4.014 3 _ N2 - -- 1- _ L 4. --- --N 5 -- - - ------ - -- -- x- - - - . 5.911 _Envelope Member Section Deflections Member Jc_.. - - L[X.Ratio - _ Ic r 1 M.1 - 1 max 0 1 0_ 1 -! NC 1 3 2 max 1 .002 3 .481 2 1650522 2 _. --- -- m_in- -,003 2 -1.297 3 7Fa 3a9 b 6 7 M2 ! 3 1 max min max Mir _005 -.006 005 -,006 3 ! 2 3 2 .803 - 2.248 13 .803 -2.248 2 2 3 NC NC NC __ NC 2 3 2 3 9 2 max .005 3 1.022 ' 4 NC 4 10 ! min - 007 2 -2.888 1 2551 892 i 1 11 T 1 3 max .006 3 r 1.223_ 4 j NC 4 12 min -.008 2 -3'.426 1 NG �_ .1 13 M3 1 max 3.426 ; i 1 4 .006 3 NC 3 min -1 223 ] - 008 2 i NC 15 16 1I 2 a min 3.425 1 0 - 8 I NC _ 8 -1.223 �2 ! - 048 ! 2 6151.874 2 j 17 18 3 L< max min 3.424 i -1224 3 ! 2! 0 ' j 4 NC 1 _ -013- 1 NC 1 1 19 M4 1 max .013 ! 1 ! 3.424 3 20 min 0 4 1 -1.224 2 NC 2--, 21 _ 22 2 I max .011 1 2.873 3 _ 3575.098 _ min 0 4 -1 039 2 5211.658 2 23 _ �4 3 max .01 14 1 _ 2.249 I 1 NC 1 min I 0 i -.803 4 NC7. 4 �F nns 26 min -.803 2 i _-.006 2 ^ NCB 2 ??---- _ 2 max 2.248 1---- 0 8 NC a� min -,803 2_ -.126 I 2 2153 525 -- - 2 29 -- 3. - max_ i.. . _ 2.2491- -.:--1 --0... - - -- 4-- - NC RISA-21D Version 6.0 [G:\PROJECTS\2007\0703-05\Khosrou 05-07-08\MF-3-NEW-cut flang.r2d] Page 11 ,Company Delta Engineers May 13, 2008�; Designer YS 11:48 AM Jub Number : 0703-05 MF-3 NEW / SEPT. 2007 Checked By: Envelope Member Section Deflections (Continued) _._.J_c.....-----UY_. Ratio__.._ - 4 '-_.......... -, 01 1-- ---- NC_ ...... 1 r.- 1 2249 NC - - NC - -----1------1-._319------'-- 1 4 - -- ---- f_ _ =.458 - - - _a----672.7$9 I-- 4 - --2296,6.92------a---- ...._...-1.._...__' NC.- _4--.._! _._0 Envelope Member Section Stresses - Member -Sec Axial.[ksi] 1 M 1 _ 1 max 1.376 1_2 _. 069 3 _2. - 3 - _--- - -- 2 max 1 376 I - 2 ..4 _ k__mm ---- 1,069 _3 5. 3 max 1.376 ' �. 6 -- -- ----- �-min -2 3 7 i -_ M2 --- 1 ,_._. -069 ._ max 31.1 8 - - -- , _ r _2 9- 2 max 31-1 .' - --2 11 _.....3 -min - 311 1-2 -max. _' min •244 - 3 13 M3 i - max _- -- --- 259 2- 14 min u'._ l 0 �._. 8 15 - --- -- 2 __. max 259 L 16 1 ; i .._ o--8- I _.2 1.7 --- - -- 3 -min - max 259 18 -- a - _ _min 0 _ 8_ M4 _ 1 max 513 1 _ _. - _21 .513----1 _--5nearpij Ic_ Iop Bending[k Ic -,Bottom.. Bendm.., _Ic . 4.123 _3- 0 -- 1 1 -; 1 1 884- -2. 1- 1 L -.0 0 1 13 1.4.73 _._1 3 _; 6.733 2 _ 5733 2_ 1.4.73 3 4.123 -3-- 29 46 3 1.3,4.65 2_- ; 1 - 884_ i 2 13 465 2 3 438._ 3 3.868 2 _29,46 1._11 , 3 -1 _ 1 1.99. _ 1_ 2_ _ --- -1 11 3-- - _. 3.868 -a 2 1.438 _ 3_ ' 41355 1 !. ...; 815 -: 4 2_. _� _.815_4,355 _ 9.165 .._- 3 -- 4..7 12 -1 - - 3 1.765 2. 19 -- ------1 3 j 1-0.185 2 2 144 3 1.0 185 T ? - - 1._861 922 -- 2- 1_,476 ---� 2 ._ . 0. _3 8. ; 2 582_ 1. 1 0 - 8 _ 1.476 2.485 _ 23,575 ._ 1 _ r 4_- 23.575- - I 4- _ 2 2661__ _ 2.871 4 _ r. _ 108.79 ---.318--- �-4- -10 879 - 1 --E 2_871 1....4- i 2.266 1 1 1 2.132 2 3.1 cis i i. 1.22-i . - --- r - -- min- - -,024 .-==4--�--= 34$=--� 4.._�-3 1_08---3 23 __ 24 3 max -_ 513 024 -,=1 4 - 2 266 - 318- 1 5.317_ , 1_ 597 4 - min - 4 57_.--a 4._..� 5.317 1 25 -.._ M5 _-- I 1 max-- 0_ 3.825 2 34,639 3 - _. 1961, .: 2 _26 - -- -- -� .:mi n 063 _8 2- - - 2 96-� __3_ .- 19 64_._ 2. _ _ 1- 3 27 . 2 max - 0 -8 .. 1 498 2_ 4.398--- . 2 28 __min _063 _2 _ -4__193- 3 �- - 0 --a 8 _ 498 2 - 29 - - _3 max 5 _..8 i 264 4 1._0 288 4 -i_ 43..455 1 30 _. - min- !-- 063 _? _ .. -6 316_ 1 _1-_ i 43 455.__.�. 1._;. 1.0,28-8 I 4_ 31 _ M6 max ..__ 2 273 1 _ .4.623- _1_- 9.677 4 _.._ . 33.033 1 32 -- -] '_ min i.-- . 098 - I..._4 1.354._ 1 .4_ ; _ . 33 033 _._ 1 - . 1 9.,677 _ 4 33 34 _ 2 max 2.273 _ 1 4.623 1 i 4.838 __ 4 16.517 1 - min -_ 098 4 . _I ..-1,354 4 16 517 I 1 -838 4 35 - - max 2 273 1- 4.623 1 - 1 _ min --1 - - 098 _.. _ T- -4 -�- - --1, 354- 1. 4 -' RISA-2D Version 6.0 [G:\PROJECTS\2007\0703-05\Khosrou 05-07-08\MF-3-NEW-cut flang.r2d] Page 12