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HomeMy WebLinkAboutRS090125 - CALCS1111 OtAa..��„. STRUCTURAL CALCULATIONS FOR DAHLBERG RESIDENCE PHASE I 9 PELICAN HILL, LOT 35 PELICAN HILL, NEWPORT COAST CALIFORNIA PREPARED FOR: DAHLBERG FAMILY January 30, 2009 c 2- Structural Consultants 34167 Pacific Coast Hwy, Suite A - Dana Point, CA 92629 (949) 496-8633 • (949) 496-8694 fax De a ngineers_. DESIGN LOADS: C. PROJECT: Dahlberg RES. JOB NO: 0811-01 CHECKED BY: DATE: Roof Load Roofing Tile 15.00 psf 1/2" Plywood 1.50 psf Insulation 2.50 psf Framing 2.90 psf Misc. 0.10 psf Roof Dead Load 22.00 psf Roof live Load 20.00 psf Floor Load Tile Flooring 15.00 psf 1 -1/8" Plywood 3.40 psf Insulation 2.50 psf Framing 4.40 psf Drywall 2.80 psf Misc. 0.90 psf Floor Dead Load 29.00 psf Floor live Load 40.00 psf Skylight load 15.00 psf SHEET NO.: DESIGNED BY: R.A. DATE: December 20, 2008 PROJECT: DAHLBERG RES. DESIGNED BY: RA. C. JOB NO: 0811-01 CHECKED BY: SHEET NO.: DATE: DECEMBER 20, 2008 DATE: Skylight weight (DL) = 15 psf MEMBER: RJ-1 MEMBER INFO: MAX LENGTH "L" = 5'-0" LOAD INFO: WDL = 22 psf (1.33)'= 30 plf WLL = 20 psf (1.33)' =30 plf MEMBER: B-1 MEMBER INFO: MAX LENGTH "L" = 8'-6" LOAD INFO: WDL = 15 psf (15)'= 225 plf WLL = 16 psf (15)' =240 plf MEMBER: B-2 MEMBER INFO: MAX LENGTH "L" = 20'-6" LOAD INFO: WDL =.15 psf (15)'= 225 plf WLL = 16 psf (15)' =240 plf P(Reaction from B-1) PDL = 9901bs PLL = 1000 lbs X= 6' & 15' MEMBER: B-3 MEMBER INFO: MAX LENGTH "L" = 24'-0" LOAD INFO: WDL = 15 psf (15)'= 2225 plf WLL = 16 psf (12)' =240 plf P2 & P3(Reaction from B-1) PDL = 990 lbs PLL = 1000 lbs X= 8' & 16' P1 & P4 (Reaction from B-2) PDL = 3530 lbs PLL = 3520 lbs X= 1.5' & 22.5' USE: 2X10 # 1 DFL USE: 31/Z"X14 PSL USE: 51/4"X 14" PSL USE: W 10X26 Steel Beam w.11I1111� 4 L '.1111111� L /y4) SHEET NO 3 PROJECT: DAHLBERG RES. DESIGNED BY: RA. DATE: DECEMBER 20, 2008 lJOB NO: 0811-01 CHECKED BY: DATE: MEMBER: MF-1 VERTICAL LOAD INFO: For the top member WDL=22psf(11)'=242p1f Wu. = 16 psf (11)' = 176 plf For the bottom member (skylight load) WDL = 20 (2)' = 40 plf WLL = 22 psf (2)' = /I'1 plf Reactions from B-3 Results from Enercalc PDL= 7530 lbs PLL = 7400 lbs LATERAL LOAD INFO: Existing plywood shear wall to be removed has a load capacity of 220 plf X 19' = 4180 lbs For plywood shear walls R=6.5 For ordinary steel moment frames R=3.5 Adjusted lateral load = (6.5/3.5) X 4180 = 7,762 lbs USE: W 12X65 for all the moment frame members Delta Enfignee SHEET NO.:4 PROJECT: DAHLBERG RES. DESIGNED BY: RA. DATE: DECEMBER 20, 2008 Inc. JOB NO: 0811-01 CHECKED BY: DATE:. MEMBER: B-4 MEMBER INFO: MAX LENGTH "L" = 8'-6" LOAD INFO: WDL = 22 psf (15)'= 330 pIf WLL = 20 psf (15)' =300 plf P2 & P3(Reaction from B-3) PDL = 7530 lbs PLL = 7400 lbs X= 2' USE: W 10X12 Steel Beam Title Block Line 1 You can changes this area using the "Settings" menu item and than using the "Printing & Title Block" selection. Title Block Line 6 Description : RJ-1 Material Properties Analysis Method : Allowable Stress Design Load Combination 20061BC 8, ASCE 7-05 Wood Species Wood Grade Title : Dsgnr. . Project Desc.: Project Notes : Fb - Tension Fb -Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : Douglas Fir - Larch : No.1 Job # Printe32 0 JAPE 2009. 1:08PM License Owner : DELTA ENGINEERS Calcutations per IBC 2046, CBC 2007, 2405 NOS 1,000.0 psi E : Modulus of Elasticity 1,000.0 psi Ebend-xx 1,700.0ksi 1,5OO.0 psi Eminbend - xx 62O.O ksi 625.0 psi 180.0 psi 675.0 psi Density 32.210pcf ipCled Loa Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 1.330 ft DEsi CC.$Cft>tll Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs :Maximum Deflection Max Downward L+Lr+S Deflection = Max Upward L+Lr+S Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio O.220r 1 2x6 286.13 psi 1,300.00 psi +D+Lr+H 2.483ft Span#1 0.011 in 0.000 in 5610 0.013 in 0.000 in 4797 {0-ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.120 : 1 2x6 21.65 psi 180.00 psi +D+Lr+H 4.564 ft. Span # 1 NCaxrmum FOrCes &tresses for LoacCCombi Cations Load Combination Max Stress Ratios. Segment Length Span # M V +D Length = 5.0 ft +D+L.+H Length = 5.0 ft +D+Lr+H Length = 5.0 ft +D+0.750Lr+0.750L+H 1 0.119 1 0.119 0.220 0.065 0.065 0.120 Length = 5.0 ft 1 0.195 0.106 QV:04.0 Maximum .D,ef(ections , llnfactored:Loads Load Combination Span Max. " ° Defl D Only Summary of Moment Values Mactual fb-design Fb-allow Location in Span 0.10 154.23 1,300.00 0.10 154.23 1,300.00 0.18 286.13 1,300.00 0.16 253.16 1,300.00 Load Combination Summary of Shear Values Vactual fv-design Fv-allow 0.06 11.67 180.00 0.06 11.67 180.00 0.12 21.65 180.00 0.11 19.16 180.00 Max. "+ Defl Location in Span 0.0125 2.517 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and tyen using the "Printing & Title Block" selection. Title Block Line 6 Description : simun eectLrons far Load,;CombiFaitons„ [lnfaitare Load Combination Span Max Downward Defl Title : Dsgnr: Project Desc.: Project Notes : Location in Span Hated: 20 JPN 20C4. 1:0aPM License Owner : DELTA ENGINEERS Max Upward Defl Location in Span D Only Lr Only Lr+L+S Nla urnum Vertical Reaction Support & Load Combination 0.0125 0.0107 0.0107 2.517 2.517 2.517 Support notation : Far left is #1 Support Reaction 0.0000 0.0000 0.0000 0.000 0.000 0.000 Support 1, (D Only) 'lUfazlmu n Vertical Reactions , llnfactpre Load Combination Support 1 Support 2 0.078 k Support notation : Far ielt:s #1 Overall MAXimum D Only Lr Only Lr+L+S 0.078 0.078 0.067 0.067 0.078 0.078 0.067 0.067 Title Block Line 1 You can changes this area using the "Settings" menu item and theea using the 'Printing & ' Title Block" selection. Title Block Line 6 Description : B-1 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E .Title Dsgnr: • Project Desc.: Project Notes: Fb - Tension Fb - Compr Fc-PrU Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling G, Job # P-tirid: 21 JAN 20D3. 1:34PM 07.frORP.VgitA,P6-4,,412.#4,10-*Pri IENERtAiONC2f9OU:2€11662:8.929. License Owner : DELTA ENGINEERS Calculations per IBC 2006, CBC 2007, 2005 NDS 2900 psi E : Modulus of Elasticity 2900 psi Ebend- xx 2000 ksi 2900 psi Eminbend - xx 2000 ksi 750 psi 290 psi 2025 psi Density 32.21 pcf 8 0 ft 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 ,L;0„...0160ksf, Tributary Width = 15.0 ft • 1Maximum Bending Stress Ratio Section used for this span 1 • fb : Actual FB : Allowable Load Combination Location of maximum on span l Span # where maximum occurs Maximum Deflection • Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = - = 0.156 1 3.5x14.0 451.14 psi 2,900.00 psi +D+L+H 4.221ft Span # 1 0.018 in 0.000 in 5730 0.018 in 0.000 in 5730 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design. 0..K_ 0.156 : 1 3.5x14.0 45.30 psi 290.00 psi +D+L+H 0.000ft Span # 1 . aX1,11WiltQFPW. t7.0$$le.49.0;Paq-.!iPITIP.Oat,l9r1S, Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mactual fb-design Fb-allow Length = 8.50 ft 1 0.077 0.077 -ED4L41 Length =8.50 ft 1 0.156 0.156 +D+Lr+H Length = 8.50 ft 1 0.077 0.077 +D-1-0.750Lr+0.750L+H Length = 8.50 ft 1 0.136 0.137 FiNaiftibiliATOraailalifi4iK4417111111121 Load Combination Span Max. "2 Defl Location in Span Load Combination 2.13 223.65 2,900.00 4.30 451.14 2,900.00 2.13 223.65 2,900.00 3.76 394.27 2,900.00 Summary of Shear Values Vactual fv-design Fv-allow 0.73 1.48 0.73 1.29 22.46 290.00 45.30 290.00 22.46 290.00 39.59 290.00 Max. "+" Defl Location in Span 1 0.0178 4.279 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and they Using the "Printing & • Title Block" selection. Title Block Line 6 Description : B-1 Max}rnum, D6 ectloos far Load Camhma ipp., U factored Lodi Load Combination Title Dsgnc Project Desc.: Project Notes : Span Max Downward Deft Location in Span Job# Printad: 21 JPN 2089. 1.34FM �E��Z€7b$1Q,�71rQ�iPftas�ils"kylaghirs sppart�ecfi: EMERCkt Ov l ' 1se3 2ooa License Owner'. DELTA ENGINEERS Max. Upward Dell Location in Span D Only L Only Lr+L+S Nfaz !mum.. Support & Load Combination or. 0.0175 0.0178 0.0178 • 4.279 4.279 4.279 Support notation : Far left is #1 Support Reaction 0.0000 0.0000 0.0000 0.000 0.000 0.000 Support 1, (Lr+L+S) MaximutlY (e ticaII Load Combination Support2 1.020 k Support notation : Far left L #1 Overall MAXimum D Only L Only Lr+L+S 1.020 1.003 1.020 1.020 1.020 1.003 1.020 1.020 Title Block Line 1 You can changes this area using the 'Settings' menu item and thLusing the "Printing & Title Block" selection. Title Block Line 6 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Project Notes : Fb - Tension Fb - Compr Fc - Prll Wood Species : iLevel Truss Joist Fv Perp Wood Grade : Parallam PSL 2.0E Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Pried: 20 JAN 20C9, 1:50PM 561-s aas‘ 1 caGriN License Owner : DELTA ENGINEERS Ca1cu latacrts per IBC 2006, CBC 2007, 2005 NDS 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-x; 2,000.0ksi 2,900.0 psi Eminbend - xx 2,000.0 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf 21.0 ft 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 = 0.0150, Lr = 0.0160 ksf, Tributary Width = 15.0 ft Point Load : D = 0.990, Lr =1.0 k i 6.0 ft Point Load: D = 0.990, Lr=1.0k15.0ft l3ESrGtit1MM�2X: _. a :Maximum Bending Stress Ratio Section used for this span fb : Actual • FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection = 1 Max Upward L+Lr+S Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.743 1 Maximum Shear Stress Ratio 5.25x14.0 Section used for this span 2,692.35psi fv : Actual 3,625.00psi Fv : Allowable +D+Lr+H Load Combination 10.430ft Location of maximum on span Span # 1 Span # where maximum occurs 0.657 in 0.000 in 383 0.657 in 0.000 in 383 Design OK 0.366 : 1 5.25x14.0 132.70 psi 362.50 psi +D+Lr+H 0.000 ft Span # 1 Nf4,413.WMILEPrcgs;, Load Combination Segment Length +D Length = 21.0 ft +D+L+H Length = 21.0 ft +D+Lr+H-1 Length = 21.0 ft +0+0.750Lr+0.750L+H Length = 21.0 ft resses fo 1oa;_ ,Comtimat ores= Max Stress Ratios Span # M V Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow 1 0.464 0.229 19.25 1 0.464 0.229 19.25 1 0.743 0.366 38.48 1 0.650 0.320 33.67 Over."alt I axiinum Def[ ctiorns attired:Loa • Load Combination Span Max "-" Defl 1,346.86 1,346.86 2,692.35 2,900.00 2,900.00 3,625.00 2,355.98 3,625.00 Location in Span Load Combination . 3.25 66.39 290.00 3.25 66.39 290.00 6.50 132.70 362.50 5.69 116.12 362.50 Max "+" Defl Location in Span D only 0.6571 • 10.570 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & ' Title Block" selection. Title Block Line 6 Tgr •R` Title: Dsgnr. Project Desc.: Project Notes: Description: B-2 '',WMT.10111;:adffeCtifirikflOtta.k4SCIITI _Of?, : Load Combination Span Max. Downward Defl Location in Span Job # Printed: 20 JAN 20CS. 1:5014.4 FieGRdJECTSW§Sa O'kAP 7:275-604A is9269k License Owner: DELTA ENGINEERS Max. Upward Defl Location in Span D Only Lr Only Lr+L+S Maximum Verticat Reactions- n ac ore Support & Load Combination 0.6571 0.6565 0.6565 • 10.570 10.570 10.570 Support notation : Far left Is #1 Support Reaction 0.0000 0.0000 0.0000 0.000 0.000 0.000 Support 1, (D Only) Load Combination Support 1 Support 2 3.525 k • Support notation : Far left is #1 /0 Overall MAXimum D Only Lr Only Lr+L+S 3.525 3.525 3.520 3.520 3.525 3.525 3.520 3.520 Title Block Line 1 You can changes this area using the "Settings' menu item and the( using the "Printing & Title Block" selection. Title Block Line 6 .,� @ehBea lt1 Description :. Matenai PrapertIes Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 B-3 Title Dsgnr. Project Desc.: Project Notes : Job # F:ic:+M:20 JAN 2OG3. 2:21 Pf. T€rda�cat E�lERCAL (6tCi1 License Owner : DELTA ENGINEERS Calculations per IBC 2006, CRC 2007, 13th MSC Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(3.53)1L(3.52) D(0.9) L(1) D(0.225) L(0.24) D(0.99) L(1) T D(3.53),L(3.52) 2 W10X26 J 24.0 ft Service loads entered. Load Factors will pe applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L= 0.0160 ksf, Tributary Width = 15.0 ft Point Load : D = 0.990, L 1.0 k (c 8.0 ft Point Load : D = 0.990, L = 1.0 k P 16.0 ft Point Load : D = 3.530, L = 3.520 k (off 1.50 ft Point Load : D = 3.530, L = 3.520 k (a) 22.50 ft 1EStGhi 5tl1�IMARY, Maximum Bending Stress Ratio = Section used for this span Mu : Applied • Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio - 0.792 : 1 W10X26 61.839 k-ft 78.094 k-ft +D+L+H 11.919ft Span # 1 0.797 in 0.000 in 361 0.815 in 0.000 in 353 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.279 : 1 W10X26 14.9309 k 53.560 k +D+L+H 0.000 ft Span # 1 azimam,Forces rtS asses foF :Oa ck,ombtrtatfon 1 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Overall MAXimum Envelope Dsgn. L = 24.00 ft +D • Dsgn. L = 24.00 ft +D+L+H Dsgn. L = 24.00 ft +D+Lr+H Dsgn. L = 24.00 ft +0+0.750Lr+0.750L+H Dsgn. L = 24.00 ft !Z...„vaiI17,76railiwatD Load Combination 1 0.792 0.279 61.84 1 0.401 0.141 31.28 1 0.792 0.279 61.84 1 0.401 0.141 31.28 1 0.694 0.244 54.20 Lions ofactorgc[Laads Span Max. "--" Defl Summary of Moment Values Mmax - Ma - Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega*Vnx Summary of Shear Values Location in Span 61.84 130.42 31.28 130.42 61.84 130.42 31.28 130.42 54.20 130.42 Load Combination 78.09 78.09 78.09 78.09 78.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14.93 80.34 53.56 7.53 80.34 53.56 14.93 80.34 53.56 7.53 80.34 53.56 13.08 80.34 53.56 Max. "+" Defl Location in Span D Only 1 0 8154 12 081 M.azlmun%L eflectlons for Laad Coi>tbmatro:ns , , Unfactored, Lauds Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr+L+S 0.8154 0.7973 0.7973 12.081- 12.081 12.081 0.0000 0.000 Max. Upward Defl Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settingsmenu item and then using the "Printing & . ' Title Block" selection. Title Block Line 6 , eetBearn Dign Title: Dsgnr Project Desc.: Project Notes: Description: B-3 . Maximum Kallziga r-Zrg Unfactored Support & Load Combinati Support Reaction ,p 4""-Egree 41` Job # Printed: 20 JAN 2002, 2:2IPM 04:AwroigowtM License Owner: DELTA ENGINEERS Support 1, (D Only) VRaftNarsai;106Vairiovantatinto Load Combination Support 1 Support 2 7.531 k Support notaton : Far left Overall MAXimum 7.531 7.531 D Only . 7.531 7.531 L Only . 7.400 7.400 Lr+L+S . 7.400 7.400 i.,,,--,MM,MIMWZMI:MIR MW100:010MPOOTO:..... '''''=7 .- Y. . Depth = 10.300 in I xx = 144.00 inA4 J Web Thick = 0.260 in S xx = 27.90 inA3 Cw Flange Width = 5.770 in R xx = 4.350 in Flange Thick = 0.440 in Zx = 31.300 inA3 Area = 7.610 inA2 I yy = 14.100 inA4 Weight = 25.904 plf S yy = 4.890 inA3 Wno Kdesign = 0.740 in R yy = 1.360 in Sw K1 = . 0.688 in Zy = 7.500 inA3 Qf • rts = 1.580 in rT = 1.540 in Qw Ycg = 5.150 in 0.402 inA4 345.00 inA6 14.200 inA2 9.030 inA4 5.980 inA3 15.400 inA3 Title Block Line 1 You can changes this area using the "Settings" menu item and the4 using the "Printing & Title Block" selection. Title Block Line 6 Description : B-4 Vtatdela! Properties,„ Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Title Dsgnr. Project Desc.: Project Notes : Job # Printed: 3 FEB 2OCB.11:I CP M ?RO<IEGTS12®08ftetaffr as NIO NO supporh`= ER It C 1983 Q08 er5020 .M1l• 89 License Owner : DELTA ENGINEERS Ca c Jations per IBC 2006, Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi 2007, 13th AISC 3 pp[ied Loads . Beam self weight calculated and added to Toads Load for Span Number 1 Uniform Load : D = 0.0220, L = 0.020 ksf, Tributary Width = 15.0 ft Point Load : D = 7.530, L = 7.40 k A 2.0 ft „MD ESIGN.S[fNiM,4iY;; ...x Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.864: 1 W10X12 26.964 k-ft 31.207 k-ft +D+L+H 1.997ft Span # 1 0.093 in 0.000 in 1094. 0.098 in 0.000 in 1045 ii50ft Service loads entered. Load Factors Will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.377 1 W10X12 14.1458 k 37.5060 k +D+L+H 0.000 ft Span#1 N a frafnrces;& Stresses for,Loa. C,ombinaf`rons Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Overall MAXimum Envelope Dsgn. L = 8.50 ft +D Dsgn. L = 8.50 ft +D+L+H Dsgn. L = 8.50 ft +D+Lr+H Dsgn. L = 8.50 ft +D+0.750Lr+0.750L+H Dsgn. L = 8.50 ft OveralMaximum. Load Combination 1 0.864 1 0.440 1 0.864 1 0.440 1 0.758 :ions 0.377 0.192 0.377 0.192 0.331 Jnfaaaa Loads Span Max. " " Defl 26.96 13.72 26.96 13.72 23.65 Summary of Moment Values Mmax - Ma - Max Mnx Omega*Mnx Cb Rm Va Max Vnx Omega*Vnx Summary of Shear Values 26.96 52.12 31.21 1.00 1.00 14.15 56.26 37.51 13.72 52.12 31.21 1.00 1.00 7.21 56.26 37.51 26.96 52.12 31.21 1.00 1.00 14.15 56.26 37.51 13.72 52.12 31.21 1.00 1.00 7.21 56.26 37.51 23.65 52.12 31.21 1.00 1.00 12.41 56.26 37,51 Location in Span Load Combination Max. "+" Defl Location in Span D Only laxrmurr De Iections fnrLoac Load Combination 1 0.0976 3.879 combinations,,, , Unfactors Span Max. Downward Defl Location in Span D Only L Only Lr+L+S 1 1 0.0976 0.0932 0.0932 oa 3.879 3.879 3.879 0.0000 Max. Upward Defl Location in Span 0.0000 0.0000 0.0000 0.000 0.000 0.000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Description miniumVertica{::Reacfla's tlri adore Support & Load Combinati Title : Dsgnr. Project D,esc.: Project Notes : Support Reaction Job# Printed: 3 FEB 200S,11: iCAM H�Q 'iras�llsky fightsugQurt ec NCi1983.700 Uer 6 20n 1<F 89259 ;~ License Owner : DELTA ENGINEERS Support 1, (D Only) -fectica(Rgactlans' Unf Load Combination Support 1 Support 2 7.212 .k Support notation : Far Kieft Is #1 Overall MAXimum D Only L Only Lr+L+S cjpertlE Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 its Ycg 7.212 7.212 6.934 6.934 3.225 3.225 3.016 3.016 9.870 in I xx = 53.80 in"4 0.190 in S xx = 10.90 inA3 3.960 in R xx = 3.900 in 0.210 in Zx = 12.600 inA3 3.540 inA2 I yy = 2.180 inA4 12.050 plf S yy = 1.100 inA3 0.510 in R yy = 0.785 in 0.563 in Zy = 1.740 inA3 0.983 in rT = 0.960 in 4.935 in J Cw Wno Sw Qf Qw 0.055 in"4 50.90 in"6 9.560 in"2 1.990 in"4 1.910 in"3 6.140 inA3 Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 at 4:42 PM MF-1 .r3d Company Deigner Job Number Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 4:46 PM Checked By: Basic Load Cases 1 3 435: BLC Description DL Ll ELX Cateaory DL ELX X Gravity Y Gravity Z Gravity Joint 1 1 Point DistributedArea LM... Surface (... 1 6 Joint Boundary Conditions no X Y [Win] z IK/ini R KOL rK IUIdUI 1 rWt Ln u Joint Label N5 Lidinl Reaction Reaction Reaction Reaction Reaction Reaction 1 Reaction,' Reactron>;=,= Reatron.:°,. mega, ,.:..Reaetr l .., . eactlon ,.. x ,..... N7 Reaction Reaction Reaction Reaction Reaction Reaction 3 Hot Rolled Steel Design Parameters unction Length.. Lbyy[ftL Lbafft] Lcomp to. ucomp oo._. nyy ,,s.,-xx •-•,,,-,-,- •-•., ' —"— — Label Shape W12X65 15.556 Lateral 1 M1 Wi X ` .... ,..., 8 , . ,,<... ,7 W12X65 , .Y.9 14.142 .w , _ Lateral 3 .,4x M3 WM, \I.1i12ES � ,.2 - , , ....t. .....: ,.. , ..s.... Lateral W12X65 22.5 5 ;'6" M5 MB W>1.2i..&5>.r.22 W12X65 ., ����.,,,�..�� 15 556,..., .�,�� A.. .�. w ,.�.<. �. a, �.� x .. iy.s... ,Lateral." Lateral a 7 1 M7 `:,-ice 3 i*X1 r .� ����r � S^ `i �.nn wy .' .,., e .. 9� ',.. ,.., � >, � fi SF.. fi„ � � ._. , ;�.. _... L -a�te�af: -8,,,..; .�..:M&, ���1�12X6� W12X65 14.142 Lateral 9 M9 bal Display Sections for Member Calcs 5 Max.Tnternai.Sectio fo Mem6,07 alc s ,.97 ,.w .,,tx, . ? .<„ s.:,. Include_ Shear Deformation Yes Inciud•;eyWarprrtwr w. , es,; x..� Area Load Mesh (in^2) 144 ergeTo:arleranrcel % o 504' . ,v.. P-Delta Analysis Tolerance\ yM„ ?� *.. r,..� ' �� S 5i '"3'1� :J �,: a�,, : v,. ;Y+:+� Hot Rolled Steel Code G©�Fo med° S} eel Code Wood Code tempera .Err Concrete Code AISC: ASD 9th AESJ 9vAsout,ASD NDS 91/97: ASD ,1`100 ACI 2002 Number of Shear Regions 4 Region;!Spacir 9..lncrement Orrx}.4 5 4 s ., .v... 3 � PCA Load Contour 4 ;. Biaxial Column Method Far;rxre Beta Factot,(PCA) . *Fri 65 Rectangular Concrete Stress Block Use Crdagd,Sect►oys Bad Framing Warnings No ���r ,;� nY ,-Yl - nus..k,e,-U'r'..e<{. ,U.ar�tur.:lgs YR„, s w Au .. ;X , F��., t �,.nW:.' '�Yes.sx.r a., .„ x ks Joint Coordinates and Temperatures Label Xjftl 1 I. N1 1 0 Y [ft] 0 Temp [F9 Detach From Diap... RISA-3D Version 7.1.3 [G:\PROJECTS12008\0811-01\Phase-1\MF-1.r3d] Page 1 Company Delta Engineers Inc. Designer Raymond Job Number 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 4:46 PM Checked By: Joint Coordinates and Temperatures (Continued) m Diap--. Label A 1111 r 1 0 11 11 3 N3 1 20 titoE,..-gk 13'dr. ,, .. i,. :''`..iu ,>. x4.x.n� ., '�x;::. ,s�u, ��y. �:,, ,,., ..a u... . .. .. N5 0 -22.5 0 0 u^45 ,max x 30 s 'ra ,-- ' , .. -22.5 , . -1 7 N7 .x�".. QQ" v �»..�CiF.�, ...�,,� S� Q'5.�' /. 3 ,s,e ' ,,,'': i'w. ,:4a .'•. 'Y 5 ��� aiv Ti, .x, r, - am? ,.1 . «�... ��.,..,cn' .:, �rtk x r, x .. .. .... �.. ,. �'.,.5�3 ,,'�'•,�, ....,.h..,• . .''� zx.,aa -" ,e ,r ., -.,., .. `YM.-". fps ,7S.x 9 ..... ���&'... ,..., fS�CYc�S�` N9 .U. ,���. aY' x..X.'.' .. ,..ia 11 -14 -11 0 11 N11 30 149x ,, z, Envelope Joint Reactions MY fk.. l -ft lc Joint X [KI IC T [Kj i(, Z jnj . 1 1 N5 max 5.314 22 8.177 22 4.38 32 44.579 20 .037 23 27.344 32 rn n 3 612 '; 2 751169 32 ... 5 58r• 22 %-421., 5' .., 28 ,,..w029;' ...33 , 36 841 . 2 3 N6 max .1 33 31.714 2 3.533 21 27.331 21 .048 20 13.614 20 4Y".,,....' F ;. ..=.mir .967 7.68. s 20"A 2 a6.1 29< 2`49 V§TilLf3Tr ., 2:9:9:, > (125,. 28,. t, 219 5 N7 max 2.679 21 6.111 29 3.349 21 27.851 33 .046 • 20 -.422 29 6 ., `. ;.. „ .. ,..:i itrri T",` ...1 229 .. 29 xY , 9.82E .. 2 C V" 2 62'S ; 5..29 29-:C146... 23 v. . , ,.:- '.: 28 ...1'4 625 x2i 7 Totals max 5.489 22 36.293 2 7.762 21 - v z�' E r >r aV I Y, 4 F �29.. , �-�- _': .,, rk s e %, `' ' ,, ..,, �=:`.. „ �� �=mxn-.../�=�5.�€.89 F,::.32,...�.�,0.��,:.�a�32`�.��7�6.�"» Envelope Joint Displacements lc Z Rotation f--- lc 1 Joint N 1 max X fin] lc 33 T Ifni is 32 L. mu .75 ... 28 " .,--- ---„ --. 2 831 e 3 ,., 28 . ....._.._.. 2 301 e 3 33 3.894e-3 23 2...r k, ',T, Gxtln_ .613 ',- 904 u'. 223 .002 0 3 .., 22 ... rat 256... 20. u.6 369e r2S. .13e3< f3 .. 72,-. .. 3 N2 max 32 ..„ 33 .593 28 1 687e 3 333 816e3 33 452e 3 MR a mirt,. .278 'z '''' .069 `;:356, " 20 M.F41357> 20. K8.62e..3 :.2 ., ._5: 731.e.6; 2 48 e=4 „33 .3 : N3 max 32 0 29 .686 23 3 291 e 3 23 3 361 e 3 33 2 505e 3 23 5 `. mrn. max .278 41. 22 33 x,609'. < .003 S.-22..t., 27 1.102 33 23 2Tg3 , 5 479e 3 23 ,-5567e..30.. 2 589e 3 28 1.:..11.a° 4 937e 3 .33? 23 7 N4 .482 „G. 96 ft 23 .:; :002 31" 6: 8 43, 22 095e.= 0 :33 .i41.3 28 1.9e-3 0 ,,220 , 33 3 27 i e-3. 0 36 22 9 N5 max 0 32 0 32 0 � ' 9 ��r R1ItT ,_ ��� n 0 �> t " .,;, „ "22 y� • QUu; , ,.32', .. " ,0 0 ` ` 0.,._ . ,4 .1 0 ���s�� N6 max ���a�� 0 , 20 . 0 29 0 29 0 29 0 28 0 28 r20 11 K'2a irliaRanscislts .0,x2 AV, ,: F.x2. `0 =21X,., .,Y ...24 t,0 N7 max 0 29 0 21 0 29 0 23 0 28 0 2 13 14 U r rrti f 0 r4ittfrita U 1299 O ft7 2 ;,.' . FQ :..w 33 0 , - 205z.. 0, .; , .2'9 N8 max , .' 33 0 32 .161 28 2 324e 3 28 6.251e-4 33 2 907e 3 23 15 16 n - ' mrn. .127 t8 :, '2, 02 „ 42.. 33 10 4.1; e 3 ,20 8 }75e<4 423.w.2 tt5e73 .33 ....246r .129 28 1 18e 3 33 6.609e-4 33 3 455e 3 2 17 N9 max 32 .038 x t"r iiri .069 1fi 22 , ; 698 N2 _1.67, 2a- .. 76 ,2 W9 98e-4. 23.. 1 95 e .,8 ='tg-;. ,, N 10 max 32 0 29 143 23 2.633e-3 23 5 379e-4 28 2.371 e 3 19 k2'liti n - » iirl.,. .069 '.,. 01, 22, �0Q6;{ f2 2 r 33' x41".909.e43- 33 1 1 46e i -2 - 0762e F33 Nil max , 33 21 .215 23 3 676e 3 23 6.82e-4 28 2 815e 3 23 21 22 � inirv'., .084 EXT46.., 2 .002 001,.r, �29 a. ��. 't7h ., ..,=33r - ..7.82e.3. g33...,.:1. 004e. 3>. 20 r. 806e 33 � r . N13 max 32 .026 33 .108 28 4 245e 5 6 376e 4 33 3.716e-3 23 2 A, . - In .069 , 1 ` ..u=.. 2 , 0 2 ,, � .....131 F r., 20 �,. t 53e, 3 �32 .1. i22e-3<, .584e=4 :' , Member Distributed Loads (BLC 1 ; DL) 1 Member Label Direction Start Magnitude[k/ft de -.242 M1 Y g.] End Magnitude[k/ft.... Start Location[ft %] End Location[ft,%] %100 -.242 0 RISA-3D Version 7.1.3 [G:\PROJECTS12008\0811-01\Phase-1\MF-1.r3d] Page 2 Company Designer Job Number Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 4:46 PM Checked By: I 'K Member Distributed Loads (BLC I : DL) (Continued) (ft %1 End Location(ft.% M~ �Z Member Label " {It2 �, Drection ��� Y�� Jtartuvragnrtuuernnt ucy, � ; N < � r 242. L-, iu ty ta a. z., 24�� 3 ,� M3 • Y -.242 242 0 • %100 Ofi4a k., ...r. Y � � , .;;�< .,, nv, �.. _0� � &�� F� � 04 �...�� w, , ,.04 • -.04 0 %100 5 M8 • t" ;?. i~+,', 9 Yi's`x F X5^`i , ,�i� F'+ry`$'a r ., P:... .;ti ,,.. e.'�. Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/ft.deg] -.176 End Magnitude[k/ft.._. Start Location[ft %j End Location[ft.%] %100 Y 2<.. (11F .0., .; '' Y , . <-176,,.r; ., Y. r *` , : ;,.. .1.76 .r , , . .. 4 Orx ,. 0 °"I (i 0- .. 3 , M3 Y%100 -.176 -.176 '7.ce8. 4,. �- h 1[ttt7�,..�`�,� e',�, F 4h.'.iY .uv» x �z�.. i' ,yr /''., 4'h 'MV .4� r,��r,..444..�:.,.�.�.�TM ,Y P r , '- i #\�' 044.,. ,�r..:�.� ` `# r' l L , {,a ..11L.'.,, ,,2� itt. v., l.., 5 ,, Y 044 -.044 0 %100 MB r F 04 k - �44 , ,., f o/ ., Joint Loads and Enforced Displacements (BLC' : DL) Joint Label L,D,M Direction 1 N13 Magnitude[(k.k-ft), (in,rad), (k*s2/ft. k*ft^2 -7.53 )] Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L D.M Direction N13 Magnitudef(k k-ft). (in rad) Ck*s^2/ft k*ft^2 -7.4 Member Point Loads (BLC 3 : ELX) Member Label 1 M1 Direction Magnitude[k,k-ft] 7.762 Location[ft,%] 0 Member Point Loads (BLC 4 : ELZ) Member Label 1 M3 Load Combinations 1 3 Description Solv IBC 16-1 IBC 16-2 (b) 5 IBC 16-3 (a) 7 9 11 13 IBC 16-3 (b) IBC 16-3 (d) IBC 16-3 (e) :CE IBC 163(f)( YI. Yes, - Yes sYes Yes Yes; Yes • 15 17 IBC 16-4 (a) IBC 16-4 (b) (c 19 IBC 16-4 (c) _. Yes Yes Yes Yves Yes Yes Yes Yes Yes Yes Yes Direction Magnitude[k,k-ft] -7.762 Location[ft, %1 0 BLC F for BLC Factor BLC Factor BLC Factor PD..- SR... BLC Factor 13Lc rector rsLk_, ractor BLC Factor ac es DL1.4 2• ^.;L1 z6LLS 1,.6a"RLL., s 5 .. ,,,.<... v$ , .,-,, , 4 ., k . >...t DL 12 LL 1.6 LLS 1.6 SL .5 SLN .5 : .-DLL f.1 2 LL 16 ,LL LL �6", .5 fit LLS w 1x h wC dh !Kw ., ,., ., n,*r, .. '{: DL 1.2 RLL 1.6 DL'S.41. DL 1 2 RLE. RLL h 6--$: 1 6 DC.,, WLZ ..5 . .8 ..; ,., �...,..<. SFr y {F-. , DLL :.1�2 .SLN . 1. 5<, S.LN :f6,• ; 5 LLS 1,.. �v < ,�.,.. DL , 1.2 SL 1.6 SLN 1.6 WLX 8 1r2SL M1:6,StN 1 6.:I,tZ , •8,,;u..4„r;E ,T. ..L1a DL 1.2 RL 1.6 LL .5 LLS 1 ?1.2.s,,5R 6-�M .8�.., .,�,-._ � � :� �� : PM .6.Lt DL 1.2 RL 1.6 WLz .8 rr DL ';,1"2 ..WLX %6 .; <L[x LL ..<5% :.LLS.' LLS , 1 . 1 RL1` RLL ,..5.,y,,..... 5 rh �,x _.. 2 DL 1.2 W1-Z 1.6 a a wDL>1`.2 W� 6 Lth..55 x:LLS 1,-•SL ,.i,�`SSLN `....:>s.,..:,..t,rU .n DL 1.2 W12 1.6 LL .5 LLS 1 SL .5 SLN .5 .DL�'�C2r'!N(_X�'1i6,���, DL ts��. 1.2 WLZ 1.6 LL .5 . ,LLS���RL.��.5.:, LLS 1 RL .5 �.,�;� f' .,. �,. x�}. v K :. , RISA-3D Version 7.1.3 [G \PROJECTS\2008\0811-01\Phase-1\MF-1.r3d] Page 3 Company Delta Engineers Inc. Designer : Raymond Job -Number : 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 4:46 PM Checked By: I `I Load Combinations (Continued) Factor Solve PD SR BLC Factor tsw ractor 9.trauvi °Lk, .a,,!�. Description cs-5 (a}` Yes N. ` `. rr - ECJC. .1F. -at ...5 , ...BLS . :. „SL.-F ..2-,.>. SLN . ,:7.. 'Oa : , ,., :.. ..... ,,.,.1 21 IBC 16-5 (b) Yes , .. .ILL DL _2.,. , 1.2 ELZ 1 LL .5 LLS 1 SL 2 SLN 7 �2�: IBG1�6���c)>SYes'..: �., y, ..., ,. DL.,,..1 2EM �1 x.,E -1 .: LL ''„ :. .5 LLS LLSy ` 1..,.ISL,' 1 SL i,. tntSLN 2 SLN 7 .........,.n. 7 � n 23 IBC 16-5 (d) Yes DL 1.2 ELZ <24�„ tB;C���'-�('�) ,x...� \q 5 F$ li" �K ': „��i � '�.'*i '"�-�,Y ;f, _ .. IBC 16-6 (b) ,des Yes DL 9 W 1.6 25 * 6; cr+ -.a.'#" f6C,;16 7es Yes `�.< cY•/""` +o �, DL :9 ', 9 E ELZ c ^" r .., 1�; ,+ d,:p �� p' ,+,i'a. C , s.,,, ,� .!'. f,' a .. x ^;�' 4. �, '"` , �' IBC 16-7 (b) 27 �`� ��l.B�:f6�7,�(,c�, a x Yes Yes . ���� .� WD�L DL � `rx 9 . 9 i✓LX ELZ - 1...'2dx .,.. �, -1 .,. .a-,r `, 'v„ , ,,,n . r , �„ . k ,.,.,...,,: 29 IBC 16-7 (d) D.L LL Yes LL 1 31 32 i ELX'v <Yes >,,...,y. ELX1,, 1 �iJ i M1 i ?,�G?� <...., ., � 3t,.. ... F xky :w.. Y '";pkk; .. , . . � . ,�,'X; . ,,.. .„ 33 Yes ELZ ELZ Load Combination Design Description ASIF CD 5 IBC 16-1 IBC 16-2 (b) gt1 IBC 16-3 (a) IBC 163(b)(b) BC�6 IBC 16-3 (d) (a) IBC 16-3 (e) ) IBC 16-3 (f) (b) r 15 17 1t 261 19 1 W22 23 25 27 29 30 31 33 IBC 16-4 (a) (b) B`6 IBC 16-4 (b) (b) IBC 16-4 (c) (b) IBC 16-5 (b) BG1 i6= ( IBC 16-5 (d) Bi IBC 16-6 (b) 1.6"7.a IBC 16-7 (b) IBC 167(d) TDL LL E ELZ Hot Rolled Steel Properties s ABIF Service hot rcouea ..uiu ruiwwwC, vvvv... --._......- • Yes Yes Yes Yes " Ta, ''' , ., Yes .,.,Z ., „ . Yes 1 ..Y'esE Yes Yes Yes Yes m r r � Yes.. Yeses Q ,s Yes Yes Yes Yes l - mil .. s 4 e Yes Yes Yes Yes ' e, �,.��l` ".,��� Yes Yes Yes Yes :Yes,.,_ Yes Yes Yes Yes ,e, 0 ,4Y � �v Y Yes;'a Yes Yes • Yes Yes Yes Yes Yes Yes k i:`7es x. ,1 Yes... Yes Yes e � 8,i Yes : N ..r : Yes:' Yes . Yes .,. 'Yesr„`..< 3n„..Yesx_.,X�.;;:es Yes Yes • Yes Yes ' sue Yes Yes Yes Yes :s7i 1'es , Yes t-- - R Yesz� g .Yes, �, a:...s . * Y . . Yes Ye Yes Yes Yes r .. h `Yeses �. $ �.ri � ,s e Yes Yes Yes Yes y � � � Yes nini t ._ , �.... i (es , F .,. � esk ,.. , �} Yes Yes Yes '�'C'S Yes t K , St 'i' t f 'J�z'.'i+,�. - o Yes ks .`� ,Lix'2 t Yes , ,x� r >Yes ,Yes Yes Yes Yes Yes Yes � SY4V. y es,R Yes Yes Yes Yes Yes Label E [ksi] 1 A36 Gr.36 2 A52Grf 29000 G [ksi] 11154 fi Nu .3 Therm (\1 E5 F) Density[k/ft^3] 49 .65 Wkla Yield[ksi] 36 RISA-3D Version 7.1.3 IG:\PROJECTS\2008\0811-01\Phase-1\MF-1_r3d] Page 4 Company Designer Job Number Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Hot Rolled Steel Properties (Continued) 3 5 • Label E [ksi] G [ksi] 11154 A992 A500 Gr.46 29000 29:00 29000 Envelope Member Section Deflections :14„f544 11154 • Feb 17, 2009 4:46 PM Checked By: Nu Therm (\1 E5 F) Densityjkf i^3] reldjksil .3 .3 .65 .65 _49 .49 50 46 Ratio lc Sec x [in] lc y [in] is z Mini is x Isla« _,. , , t„, �, Member M1 1 max 20 .002 32 .559 33 3 091e 32 3 NC 32..,, NC 33 1 E. 2 .. .. fk5 .ti ; °.mm., 2 max .711 ',r .&6& 711 128 20 fi5. =. _Q0 045 221 28 . �I`':06`5 .. .45 r20. 33 -.5: 862e 3: ,2 2 702e 3 33 . ..0„ e ,h= 3105.381 �22 28 fc ,, . 8427 604 20k 33 3 min 8 . ,122. ,. 20 „y.. 968 u ;20 " : , 2. 64 <:02 120 3 max , ..:665 . 20 .037 28 .333 33 2 314e 3 33 2837 678 28 5281.74 33 5 Q. min,?k.,I..� .71 '.420`4 TQ _ 2'-a8'4 Q , 5'557e.3' ..23 289,1.172 ..20 .9rI ., .207 6Z „ - 4 max 20 33 .252 28 1 926e 3 33 6778 959 33 8476 127 28 7 writ ! .71 2 .029 .. ., ,,. _720 ; ,r'975e 1982>4 n..2 .3292:4:34 10. „ .. 5 max ,a<.6.64, 20 069 33 .175 281 537e 3 33 2758 493 33 ANC w 28 9 O!' -- , � : ` .. , : 1ntn .71 � , .664.. `` 2`8z 32 :., &6 ". , 2 ,..,• 33 .,•, s�0� .593 26.,, 28 6.586'e4' 1687e-3 4 33 2.8.59.5<`. NC 2., 33 NC .,x:M. NC : 28 m n' .27811 42 .069 . 56 . 2 - S5 20 5"862e 3't 463 .12 C _,12 ,., , ..uM�s,...:,E ....1 >,. 2 max _ 32 .056 33 .538 28 7 086e-4 33 NC 33 NC 28 r '0''' 13 .278 41 � ay.y22... 2f `, - 7`16 20 3:969'e�3 ..2,..,.:4- 9 97 •.. 2a` $60 1 14 ,: w;; ..�,° i ,... 3 rnln.:x max _W .. <;22 32 041 33 .476 28 -2 697e-4 33 NC 33 NC 28 15 ilf6PE s F ::N . ; r min:',. .278 4 .22 u .1 x7 ,.., 2 33 . - 562 4.20 .528 3 .4 ,> 6&2.66k , . _2 554v2- 20 s 23 ..228'e 1.2e-3 29� NC 33 ANC 23 t. 4 max 32 .022 17 V mrrx;M .278 441z :E?82 ,2 23 66 .2., �14,90h4 5 ' 2 .• NC .. 5 max .. , , 32 0 29 .686 23 3 291e 3 23 NC 29 NC 23 M:; 19 tag . , ,,.. 1 m n max .278 . 4 y 2Ja4ro7079 29 . 0 29 •6", , .751 xd 3 23 226P 4 099e 3 g.c6t1 23 IVC ; ANC ,2 29 �N(C 23 3 21 °.�' M3 ,x r )'j` x; � .243 ( 3x16 21 „,,. v�"r "Y "ka'•�', .;,4 =��OQ9v , 'z' , . ,0 612 �, �33 �:36e3 i, `33 .+ ` p. N� 2 '.,. ,:r f.V l/ s:. ��;22 .rN'Y p �, ���� , 2 mtn 29 33 .952 23 4.915e-3 23 NC 33 3135.22 23 23 241„, - {'. max min `, .242 -3 6..,, ., 2 .01 ��XCe 11 3. s . ,.23 ., 734 �; ..33, 23 72e.3 5.732e-3 s. X23�NC k, z23 32 : 44"1.5.88� 2740 23 23 . 3 max 29 .006 32 1.107 25 .242 � ,w�.QI�,`�:',.r22. �.�.,l824z ��s�33':'�84er3:..3�3,...,�r,,N .* ,22,.,�860.7:58F �z6 .., �<'��,�:�. �; �� ;��..., ;,�mfn�F� 4 max .�,3��1x5,:�,.2.1� 29 .003 32 1 231 23 6 548e 3 23 NC 32 4377 469 23 5 27 .242 315 2'1� � � 01 > p, 21 z &91 �� 33 i t -4 496e 3 � N, 4121 6Rlifn' 28.. � .�'� �� � � � � �`�� 5 flmrnz max k � 29 .003 27 1.34 23 7 365e 3 23 NC 27 NC • 23 °63 29 30' , ,. . 9 , x 1 Aiii1, .242 4..3" 4 2,13: 22 ., 002 .`, 13 20 F 4& .559 .3 i 33 ..5.209 -3. 3 135e 3LL 3r3 23 ," 0 _tom 379.713 3c. 20 ; .AV 482.845 33 31 M4 max .003 .711 �>....' 65.�.�20 2�3`O'1=e�3� 33 .�406��1.95�,;.28; �256732� �Idi ��`32� � � �::.�r ��� ,_���� .. � ..�minx,w. 2 „,..i�42.�kv32 22 .....665:,.,.<.,2&. 20 .354 33 2 2e 3 23 571.201 20 761.736 33 =33 - •� max .003 .473 h '��, . 28 .>�7 26 .-'1._628e I'676 29�1�r .2-61399ta6�,.20;, 34 �;' ��.�� . 3 In max ..xO�E�'1��2. 22 .,�6.9 .236 I 20 .175 33 1 265e 3 23 1144.42 20 1539 035 33 • 35 ° 3 inn .002 0 3:2 .., 28 :>336 : 20 9 543e "} 33' 74'4 2e` 802y5 6' 4 .i 001 22 078 32 .048 33 5 344e 4 23 3481 435 32 5571.38 33 37 max4 .min i ,,�.`,32.,. , 084 E,22� ., Og45 �0 13 e-4 33. 225<354,,.22. 2886.636..20 1 _ 0 1 NC 1 NC 1 f, 5man.,,z 39 " 5 > 0 ,'. r 1 .:0 42 Q ,... r .612 ._`7 33 0 s 5 667e 3 A; 20 AN.0 S. 855.396 21 441.043 2 33 3 1 2 21 41 M5 max ri�:in .009 0 49 .316 .'243; '".1.. `, 75'1"> .2 43615e- 33s, 1M2Z60 4%1 0:S -42 u Y 2 2 .,. 21 .412 33 3.81 e 3 20 284 21 �654 681 `r45WA08 33 43 4r4 x _ max xci R .008 z 0 t 2§ .225 168. 2 21 495 235..,2 2e 3 .,33,�..;'1.604:28 �1201 2 . x .2 33 _ 1.954e-3 20 2262 774 21 Y29 1350 075 33 3 , 3 2 45 max mrn .007 '-„0 $ 2 .119 . X 29f . , 7,- �26S.. > 23 1< O79e 3 3 ..,:8257:8664 :4 G e S C01 '46 x . x 4 .. : 2 .,:083 035 21 33 6 921 e-4 20 7721.426� 21 4472 817 33 47 4& ` x . max to .004 , 0, 29 „ .9...E I 1 ��F06 � : r 23 : 559e=4 28 :8592:367 29 '68& O29 ..,.062 i 0 1 I NC �,� 1 NC � • '..x 1 5 0 1 1 0 49 max �0 x�1 ,1.:.. � � �� �� � 1 .N.0 <� � �� . 1 RISA-3D Version 7.1.3 [G:\PROJECTS\2008\0811-01\Phase-1\MF-1.r3d] Page 5 L,Z( .Co,mpany 'De:signer Job Number Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Envelope Member Section Deflections (Continued) Feb 17, 2009 4:46 PM Checked By: z Ratio lc - 51 Member M6 Sec 1 xlmj maxi 002 ' ic 23 y pi 314 lc 21 L pi.' .948 1, 33 .., .,,,,-- ,--- 4.419e-3 - 20 \ • •- 858.557 - 21 284.908 33 PgfiNESONSNISMANE • 17-0ViS427 !MI242102 1 Mi4ti.;. 7 SST : 768767645261$1 7-1 f2411611601.14g: 53 2 maxi 29 222. 21 .602 133 3.047e-3 20 1216.824 21 448.226 33 R5011MaigengianiffilhERATdd2RMIM4M0112§Mit8110 _ .002 3iglifftg4ifaHWI;1e5q2411Weatt1rrl 55 3 max 29 .111 21 .3 33 1.675e-3 20 2429_26 21 901.259 - ,,:r 33 t.6.1!MatinniMalliaiNUffib21121IOPtI86102§}111"4241t423a1f , .001 7g3281111.442tr12,Ft9tor c 57 4 max 0 29 .041 21 .083 33 6.644e-4 20 6523.336121 324054 *W106 33 Ital NIESEATS NM RifirCEMEaffillAint INUMM1112T411§4417,t§§70447411241r-'-' 5max.01010101 NC 1 NC 1 59 AdatEMONCIR MO ilAiiiMIRSNOMMOMMtnainfigeiragatialrlig anwategingrvat M7 1 max 32 0 32 .105 33 1.905e-3 33 NC 32 NC 33 61 e2lESNS-tnitMlgtWnffififVf,g1VVIt22PMArdb2NRt22H1Ar2*-i20'4 .149 teVttffdtFeatbWillgffffMtbl 1.672e-3 33 3900.97 28 NC 33 2 max 32 .047 28 .076 33 § , mannsiessommovimaggfff .149 iggr111126 nAf81Mfdillf§NgSl2titgttt42V1.CILOCITCM , 3 max 32 .03 28 .057 28 1.439e-3 33 5894.215 28 NC 28 65 N66EIMINESIONSWAN .149 iNgattli MI IMISIMIMI mime ffeiggwyggi 621:g25tr2m2vontemitig 1.206e-3 33 NC 33 NC 28 4 max • 32 .005 33 .046 28 67 gamszsmaggsgg,UpptIng•- .149 Ilt -267 1;.&UMA27Vllfdlfaqlrsgeft1521i1b2il433ti2MKitttai2W 5 max 32 .038 33 .032 28 9:737e-4 33 4943.821 33 NC 28 69 .149 ''.. 81172Vr7 7 : 6',4%21141124#6152111AMMETIOI WOMMINMINNERfftiaggitvgigyttoNeltrittagio 1.18e-3 33 NC 33 NC 28 M8 32 33 .129 28 71 1 max ,opp .0.38 MiliMeZigN aintnittal 46724,41MataiSMEtkilliallatIM12211MII4601,1212PITOLZ2rfWgIted 2 32 .033 33 .119 28 4.317e-4 32 NC 33 NC 28 73 max .069 22tnlgt)'512Ntlt14Sfta2dfggt21rgg4 4IMMIKV15143 KgraetintV SaMOVOSSM =MB MOMS 32 NC 33 NC 28 3 max 32 .026 33 .108 28 -4.245e-5 7 „ MentEE2OME0066111451BRIr' .069 15116§2181116U17graY114C! gcSittnigraiminsmdnum 4 max 32 33 .119 23 8.767e-4 29 NC 33 NC 23 77 _069 .015 g78giwgsnTgmms2ThtcmmovmgrInlf2MW,gilftgiaVUl54g3l21ESWNVNEIE2AtttM3'3 NC 29 NC 23 5 max 32 0 29 .143 23 2.633e-3 23 79 0876118601210MISStiggITNIVN .069 lig -VI "/`' m114124M33At -tglittrillarditifffinffM11-4 1 29 0 29 23 3_402e-3 23 NC 29 NC 23 81 if 6243, M9 1111614046101 1 max [ .055 SiiiIIXO-Itget;MMOT 6ifaMaiggir2a .154 ''IAr3nt:3 atKdOWII1MtMdVSZtW 2 max 29 .017 21 .187 23 3.699e-3 23 8142.405 21 NC 23 83 tusimmotartignwifikl .055 Mg MI If II OP0d8gStg29lnitf4itV3342252g81 ZSMINCIONIMINgetwo ,. 23 3.996e-3 23 NC 2 NC 23 85 3 max .055 29 .01 2 .213 sg3imement78mmorm,,,:7 it8tRINATOINIEMININTANNUMMICIENV81•3760.1101217 23 NC 23 NC 23 29 23 .235 23 4.293e-3 87 4 max .055 -ATNIDIMIldenttilMOIMIWOtelSTONV,MHOIMArcurtt .01 *IS Sitiv„ . AVIONSIMINg 5 max 29 ..002 21 .255 23 4.59e-3 23 NC 21 NC 23 89 .055 ifinatidaMTIONNI itlrg,g2AtglIttraNtargv§1 am-77, -,,- :',;:- AV& 421•10110bmill SWARM Envelope Member Section Stresses lc lc Shear[ksil Ic z Shear[k... lc y- i op[Ksil lc y-Di-iiii.ii i- - • --- .- Member Sec 1 max Axial . 23 y 1.268 22 .055 20 5.303 321 7.579 22 .027 23 .019 33 1 MfintiaeMMONtroct:ISVM M1 .256 w g3ayg0nir33l5Plf 22 , .055 20 Ile,g6- 3SI32Agd9i41Vts'23I 3.969 32 4.709 22 1.305 20 .716 33 2 max 23 1.021 3 Fg4ataBe'SSIWKSRiN163 3 max .256 3NiSISAk32K1713M34MZ4l70ge' 23 22 .055 20 2.812 7ilg3'g69MlIti2 20 2.544 28 SfiffatISCIINSfdt 2.591 20 1_412 33 5 if8MtfafSVMfgMff'ttWtVr.it'alflZfgfl'MttSIT8V2gTtzt4S'INM%tf8T2VPlotVftXfDIT314rT§IMVVV .256 .773 20 1.774 20 1.052 28 3.877 20 2_108 33 7 4 max .256 23 28 10 .529 ,OPtgYlla rItt .055 ORM rAM-116-62St '28 ittgattAll !.2(r:1211tWaT,,f8Ttr2ta RNO.Miltatragfrimwr;m:- 5 max 23 28 .055 20 i .258 23 .109 33 5.163 20 ' ' 2.804 33 9 VROMMIMMIrdt,'L63''t:;8IAMtlIl40VVV;c5li91SPM-iir6:§WSSVA'gfg-SfgtiTSnl&a74-;.: 1 max .256 .398 23 28 .131 33 .182 23 .071 33 5.163 20 tata 2.804 52d.W 33 11 alMtignaar M2 'We NeaVVI:8Y•514410ifonnit .209 .398 ,,i'irtiMtVgatatiftrds,,;:zgalvoragia 33 .616 28 1.164 20 3.229 20 1.523 28 max 23 28 .131 13 2 .209 .323 R1SA-3D Version 7.1.3 [GAPROJECTS\2008\0811-01\Phase-1\MF-1.r3d] Page 6 Company Designer Job Number Delta Engineers Inc. Raymond 0811-01 MF-1(Dahlberg Residecne) Feb 17, 2009 4:46 PM Checked By: Envelope Member Section Stresses (Continued) nm 6 RISA-3D Version 7.1.3 [G:\PROJECTS\2008\0811-01\Phase-1\MF-1.r3dj Page 7 Company : Delta Engineers Inc. Designer :. Raymond Job Number : 0811-01 MF-1(Dahlberg Residecne) Envelope Member Section Stresses (Continued) Feb 17, 2009, 4:46 PM Checked By: - Kt t(KSiI IC ZI O�IK IC Z= 32 RISA-3D Version 7.1.3 jG:\PROJECTS\2008\0811-01\Phase-1\MF-1.r3d] Page 8 Delta Engineers Inc 34167 Pacific Coast Hwy. Ste. A Dana Point CA 92629 PROJECT: CLIENT : JOB NO dsi% DATE =i223-1/20i /f=IBase PlateDe.41 : ased ditMeNa n 15th. Editioti (AISC360 5) INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION STEEL PLATE YIELD STRESS CONCRETE STRENGTH COLUMN SIZE BASE PLATE SIZE Pa Fy fc' N= B =. AREA OF CONCRETE SUPPORT A 2 (geometrically similar to and concentric with the loaded area. USE 18 x 18 3/8 in thick plate ANALYSIS CHECK BEARING PRESSURE (AISC 360-05 J8) pp'S2c= fcAiMEV S2c Where A 1 = = kips, ASD ksi ksi 2 0.85MAX.I i , 1 , 1.7 = 550.80 kips l Ai , 324 in2, actual area of base plate. 2.50 DETERMINE VALUES OF m, n, n', X , and X (AISC 13th Page 14-5) m = 0.5 (N - 0.95 d) = 3.25 in n=0.5(B-0.8bf) = 4.20 in n'=0.25(dbf)015 = 3.01 in 4dbf S2cPa 1 `ld+bf)2i Pp 247 1 Where d = 12.10 in, depth of column section. b f = 12.00 in, flange width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 13th Page 14-6) X = MIN =MIN = 0.06 = 0.24 3.33Pa 0.31 in FyBN Where 1= MAX (m,n, ).n')= 4.20 in • PAGE: DESIGN BY `: REVIEW BY b: 0 rn 0 n 0.8 bf E y B > Pa [Satisfactory] 1 Delta Engineers Inc `34167 Pacific Coast Hwy. Ste. A Dana Point CA 92629 •,oi'ntbitlect`&tiiif �`esrgn.l INPUT DATA .. . COLUMN WIDTH COLUMN DEPTH C2 AXIAL DEAD LOAD POL = AXIAL LIVE LOAD PLL = LATERAL LOAD (0=WIND, 1=SEISMIC) SEISMIC AXIAL LOAD, SD PUT SEISMIC SHEAR LOAD, SD VLAT = SEISMIC MOMENT, SD Mur = CONCRETE STRENGTH fc REBAR YIELD STRESS fy = ALLOWABLE SOIL PRESSURE Qs = DISTANCE TO LEFT EDGE L1 DISTANCE BETWEEN COLUMNS S = DISTANCE TO RIGHT EDGE L2 = FOOTING WIDTH B = FTG EMBEDMENT DEPTH Df FOOTING THICKNESS T = SURCHARGE cis = SOIL WEIGHT LONGITUDINAL REINFORCING BAR SIZE TRANSVERSE REINFORCING BAR SIZE PROJECT Dahlberg R:e7W4', CLIENT [Dahlberg ! Warnl JOB NO. =1)'891 01 DESIGN SUMMARY FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS L B T ws k k ft ft ft ft ft it ksf k 13.00 ft 2.00 ft 24 in DATE 12/20/20 C11 BAND WIDTH LONG. REINF AT TOP LONG. REINF AT BOTTOM TRANS. REINF. AT BAND WIDTH PAGE: DESIGN BY REVIEW BY : C21 be = 2.0 ft 3 # 6 @ 8 in o.c., cont. 3#6@9ino.c.,cont. 3 # 6 @ 9 in o.c., bottom THE FOOTING DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.32 & ACI 318 SEC.9.2.1) SERVICE LOADS CASE 1:DL+LL CASE2:DL+ LL+ E/1.4 CASE3: 0.9 DL+ E/1.4 FACTORED LOADS CASE 1 : 1.2 DL + 1.6 LL CASE2:1.2DL+1.OLL+1.OE CASE 3:0.9DI_ +1.0E COL#1 P = 15 k P = 19 k M = 38.4 ft-k V = 4 k P = 15 k M = 38.4 ft-k V . = 4 k Pu = 19 k Pu = 24 k Mu = 53.8 ft-k Vu = 6 k Pu = 17 k Mu = 53.8 ft-k Vu = 6 k CHECK OVERTURNING FACTOR (IBC 06 16052.1, 1801.2.1, & ASCE 7-05 12.13.4) MR / Mo = �{F# > F = 0.75 / 0.9 = [Satisfactory] Where Ms = h+furl+MLnT2+(VuT1+VAT2)T- PLAT AI- - Li) - PLAT 21-2= Pftg = (0.15 kcf) T B L = 7.80 k, footing weight Pssil = ws (Df -T) B L = 1.43 k, soil weight MR= Po(L-LPa 1)+P2L2+0.5(Pftg+Psnil)L= 200 k-ft u COL#2 TOTAL O k 15 k (e = -5.50 ft,frCLftg) O k 19 k 0.0 ft-k 38.4 ft-k (e = -3.52 ft,frCLftg) O k 4 k O k 15 k 0.0 ft-k 38.4 ft-k (e = -2.99 ft, fr CL ftg ) O k 4 k O k 19 eu = -5.50 O k 24 0.0 ft-k 53.8 eu = -323 O k 6 O k 17 0.0 ft-k 53.8 eu -2.38 O k 6 0 k-ft k ft,frCLftg) k ft-k ft, fr CL ftg ) k k ft-k ft,frCLftg) k CHECK SOIL BEARING CAPACITY (ACI 318 SEC.15.2.2) (contd) CASE 1 CASE 2 CASE 3 Service Loads P 14.6 -5 19.4 -3.1 15.3 -2.5 k ft, (at base, including VT f P) e qs B L .5 2.6 2.6 0.0 k, (surcharge load) (0.15-ws)T B L 2.1 2.1 1.9 k, (footing increased) EP 19.3 -4.2 < U6 24.1 -2.5 < U6 17.2 - -2.2 < U6 k ft e gmax -0.7 -0.1 0.0 ksf Ballow 1.5 2.0 2.0 ksf Where gMaJc = (EP)I 1+ L I BL JJJ , for e<L 6 2(EP) for >L 6 3B(O.5L - e) ' DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 SEC.15.42, 10.2, 10.5.4, 7.12.2,12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3) EPu)I1+6e I \BL , for eu 6 2(EPu) L for eu> 6 3B(0.5L-eu) pmx=MIN(0.0018 d . 3 p) FACTORED SOIL PRESSURE Factored Loads Pu eu y qs B L y[0.15T+ws(Df-D1BL E Pu eu eu, max CASE 1 18.7 -5.5 4.2 11.1 34.0 -3.0 < U6 -0.523 PMax- .fy £u+£t 0.85fl1fc Eu 0.85fc 1 -I1 Mu 1� 0.383bdZf� P- f Y [Satisfactory] '//// /////// ////// ! ! ■ 1 Moment CASE 2 CASE 3 23.7 17.2 - 2.8 -1.7 2.6 11.1 37.4 - 1.8 < U6 0274 0.0 8.3 25.5 -1.2 < U6 0.449 Shear k ft, (at base, including Vu T / Pu) k, (factored surcharge load) Pu.ft9 & flh k, (factored footing & backfill loads) k 5 ksf FOOTING MOMEN Section Xu (ft) Mu,col (ft-k) Vu,cai (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (kit) Mu,ftg &fill (ft-k) Viog &fill (k) gu,soil (ksf) Musoil (ft-k) Vu,soil (k) E M u (ft-k) E Vu (kips) 5 0 -5 -10 -15 -20 -25 T & SHEAR AT LONGITUDINAL SEG I IONS t-Urc ..AOO 0 0.5 Lr Lr left Lt right 0.2 S 0.4 S 0.6 S 0.8 S L2 left L2 right 0.5 L2 L 0 0.50 1.00 1.00 3.20 5.40 7.60 9.80 12.00 12.00 12.50 13.00 0 0 0 0 -41 -82 -124 -165 -206 -206 -215 -225 0 0.0 0.0 18.7 18.7 18.7 18.7 18.7 18.7 . 18.7 18.7 18.7 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0 0 0 0 -2 -5 -9 -15 -23 -23 -25 -27 0 0.2 0.3 0.3 1.0 1.7 2.4 3.1 3.8 3.8 4.0 4.2 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0 0 0 0 -4 -12 -25 -41 -61 -61 -67 -72 0 0.4 0.9 0.9 2.7 4.6 6.5 .8.3 10.2 10.2 10.7 11.1 3.14 2.99 2.85 2.85 2.24 1.62 1.00 0.38 -0.24 -0.24 -0.38 -0.52 0 1 3 3 29 77 140 213 289 289 307 324 0 -3.1. -6.0 -6.0 -17.2 -25.7 -31.4 -34.4 -34.7 -34.7 -34.4 -34.0 0 1 2 2 -18 -23 -18 -8 -1 -1 0 o -2.5 -4.8 13.9 5.3 -0.6 -3.8 -4.2 -1.9 -1.9 -1.0 0 ISM ISM 'Ler (coned) 100 50 0 -50 -100 -150 20 15 10 5 0 -5 -0011NG MUMtNI Seddon a. ari rc 0 rt I wlvoU 0.5 L1 uvu.r,.-.,•-... L, left 1..,1..,..,.-..-.•..-- L1 right 0.2 S 0.4 S 0.6 S 0.8 S L2 Ieft L2 right 0.5 L2 L Xu (ft) 0 0.50 1.00 1.00 3.20 5.40 7.60 9.80 12.00 12.00 12.50 13.00 Mu.coi (ft-k) 0 0 0 65 13 -39 -92 -144 -196 -303 -208 -219 Vu col (k) 0 0.0 0_0 23.7 23.7 23.7 23.7 23.7 23.7 23.7 . 23.7 23.7 Pusurch (kit) 0.20 0.20 0.20 0.20 0.20 020 0.20 0.20 020 020 0.20 0.20 Mu,surch (ft k). 0 0 0 0 -1 -3 -6 -10 -14 -14 -16 -17 Vusurch (k) 0 0.1 0.2 0.2 0.6 1.1 1.5 2.0 2.4 2.4 2.5 . 26 Pu,ftg a fn (1(10 0.852 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Mu,Rg&fill (ff k) 0 0 0 0 -4 -12 -25 -41 -61 -61 . -67 -72 Vu ftg & fl (k) 0 0.4 0.9. 0.9 2.7 4.6 6.5 8.3 10.2 10.2 10.7 11.1 qu,soil (ksf) 2.60 2.51 2.42 2.42 2.03 1.63 1.24 0.85 0.45 0.45 0.36 0.27 Musoil (ft k) 0 1 3 3 25 66 124 193 271 271 290 308 Vusoi (k) 0 -2.6 -5.0 -5.0 -14.8 -22.9 -29.2 -33.8 -36.6 -36.6 -37.0 -37.4 E Mu (ft-k) 0 1 2 67 32 12 2 -1 0 -108 0 0 E lie (kips) 0 -2.0 -4.0 19.7 12.2 6.5 2.5 0.2 -0.3 -0.3 -0.2 0 FOOTING MOMtNI Section Xu (ft) Mu,col (ft-k) Vu,wl (k) . Pu,surch NO &St1tAK 0 0 0 0 0.00 HI LUINbI 0.5 L, 0.50 0 0.0 0.00 IUUuvrr_.C.'.. L, left 1.00 0 0.0 0.00 i, v,.., L, right 1.00 65 17.2 0.00 • 0.2 S- 3.20 27 . 17.2 0.00 0.4 S . 5.40 -11 17.2 0.00 0.6 S 7.60 -49 17.2 0.00 0.8 S 9.80 -87 17.2 0.00 L2 Ieft 12.00 -125 17.2 0.00 L2 right 12.00 -232 17.2 0.00 0.5 L2 12.50 -133 172 0.00 L 13.00 -142 17.2 0.00 0 Mu lurch (ft-k). 0 0 0 0 0 0 0 0 0 0 0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.64 0.0 0.64 Pu,ftg & fill (kit) 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 Mu,ftg 8 fill (ft-k) 0 0 0 0 -3 -9 -18 -31 -46 -46 -50 8.0 -54 8.3 Vufggfl(k) 0 0.3 0.6 0.6 2.0 3.5 4.9 6.3 7.7 7.7 0.49 0.45 qu,sol (ksf) 1.52 1.47 1.43 1.43 1.25 1.07 0.89 0.71 0.53 0.53 183 196 Mu,sol (ft-k) 0 0 1 1 15 40 76 120 171 171 -25.5 Vu,soil (k) 0 -1.5 -2.9 -2.9 -8.9 -14.0 -18.3 -21.8 -24.6 -24.6 -25.1 0 E Mu (ft-k) 0 0 1 66 38 19 8 2 0 -107 0 E Vu (kips) 0 -1.2 -2.3 14.9 10.4 6.7 3.8 1.7 0.3 0.3 0.2 0 DESIGN FLEXURE Pprovo Location Mu,max d (in) Prnin Preqo Pmax smax(in) use Top Longitudinal -108 ft-k 21.63 0.0020 0.0022 0.0155 no limit 3 # 6 © 8 in o.c., cont 0.0025 0.0027 Bottom Longitudinal 67 ft-k 20.63 0.0020 0.0015 0.0155 18 3 # 6 @ 9 in o.c., cont. Bottom Transverse, be 0 ft k / ft 19.88 0.0004 2.1E-05 0.0155 18 3 # 6 @ 9 in o.c. 0.0028 ®M V M tEV [Satisfactory] (cont'd) CHECK FLEXURE SHEAR Direction Longitudinal Transverse Vgmax 20 k 1 k/ ft 4A/c = 2 0 b d (f.)os 41. k 20 k/ ft check Vu <4) Ve [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318 SEC.15.5.2,11.12.1.2, 11_12.6, & 13.5.3.2) pu-R 0-57vMub1. vu(PSzi- AP + .7 - Ap=2(bl+b2)d 01c(ps0=0(2i Y) II; _ 1 J=`abbl/ R=Bublb2 1+ia Lb') 1 1 Yy 1 1+2 b2 y=MINT(2, 3 b Af=Bbe b 0 = 11 4 ,40b 1 l tic 0 J ,bl=(cl+d),b2=(c2+d) Af Column Case Pi, Mu b1 b2 7v Rc Y Af AP R J vu (psi) 4) vc Col. 1 1 2 3 18.7 23.7 17.2 0.0 53.8 53.8 31.9 31.9 31.9 31.9 31.9 31.9 0.4 0.4 0.4 1.0 1.0 1.0 2.0 2.0 2.0 4.0 4.0 4.0 17.6 17.6 17.6 33.0 41.8 30.4 22.7 22.7 22.7 -5.6 1.6 3.5 164.3 164.3 164.3 Col. 2 1 2 3 0.0 0.0 0.0 0.0 0.0 0.0 31.9 31.9 31.9 31.9 31.9 31.9 0.4 0.4 0.4 1.0 1.0 1.0 20 2.0 2.0 4.0 4.0 4.0 17.6 17.6 17.6 0.0 0.0 0.0 22.7 22.7 22.7 0.0 0.0 0.0 164.3 164.3 164.3 [Satisfactory] bii bzi f _ co d v,.i -•./c.] / i .._ c" ,[ Delta Engineers Inc `34167 Pacific Coast Hwy. Ste. A Dana Point CA 92629 Sag! INPUT DATA COLUMN WIDTH COLUMN DEPTH AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (O=WIND, 1=SEISMIC) SEISMIC AXIAL LOAD, SD SEISMIC SHEAR LOAD, SD SEISMIC MOMENT, SD PROJECT: CLIENT : JOB NO. c1 PDL PLAT • VLAT MIAT CONCRETE STRENGTH fc = REBAR YIELD STRESS fy = ALLOWABLE SOIL PRESSURE Qs = DISTANCE TO LEFT EDGE L, _ DISTANCE BETWEEN COLUMNS S = DISTANCE TO RIGHT EDGE L2 = FOOTING WIDTH B = FTG EMBEDMENT DEPTH Df FOOTING THICKNESS T = SURCHARGE 4s = SOIL WEIGHT ws = LONGITUDINAL REINFORCING BAR SIZE # TRANSVERSE REINFORCING BAR SIZE DESIGN SUMMARY FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS ksi ksi ksf 'ft ft ft 'ft ft L = 16.50 ft B = 2.00 ft T = 24 in m 4P1 y� be i 1 PAGE: DESIGN BY : REVIEW BY : P2 M2 '� be S L L2 fi C11 E-! C21 1 L 1 BAND WIDTH LONG. REINF AT TOP LONG. REINF AT BOTTOM TRANS. REINF. AT BAND WIDTH be = 2.0 ft 3 # 6 @ 8 in o.c., cont. 2#6@18ino.c.,cont. 3 # 6 @ 9 in o.o., bottom THE FOOTING DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.32 & ACI 318 SEC.9.2.1) SERVICE LOADS COL # 1 CASE 1:DL+LL P = 28 k CASE2:DL+LL+E/1.4 CASE 3 : 0.9 DL + E / 1.4 FACTORED LOADS CASE 1 : 1.2 DL + 1.6 LL CASE 2 : 12 DL+ 1.OLL+ 1.0 E CASE 3 : 0.9 DL + 1.0 E P = 37 k M = 27.9 ft-k V = 3 k P = 20 k M = 27.9 ft-k V = 3 k Pu = 40 k Pu = 43 k Mu = 39.0 ft-k Vu ' = 4 k Pu = 23 k Mu = 39.0 ft-k Vu = 4 k CHECK OVERTURNING FACTOR (IBC 06 16052.1, 18012.1, & ASCE 7-05 12.13:4) ............... MR / MO = #41#/#### > F = 0.7510.9 = 0 s4.;:i '::: [Satisfactory] Where Mo = MwT1+M1AT2+(VtAT1+Vt. r T-PLAT,(L- Li) - PLAT 21-2= Pftg = (0.15 kcf) T B L = 9.90 k, footing weight Psoil = ws (Of - T) B L = 1.82 k, sal weight Mr¢ = PDL 10- - L1) + PoL 2L2 + 0.5 (Pftg + Psoit) L = 292 k-ft COL#2 4 k 10 k 26.1 ft-k 2 k 7 k 26.1 ft-k 2 k 6 k 12 k 36.6 ft-k 3 k 10 k 36.6 ft-k 3 k 0 k-ft TOTAL 32 k (e = -5.44 ft, frCLftg) • 46 k 54.0 ft-k (e = -3.07 ft, frCLfig ) 5 k 27 k 54.0 ft-k (e = -1.33 ft,frCLftg) 5 k 45 k eu = -5.46 ft, fr CL fig ) 55 k 75.6 ft-k eu = -2.63 ft, fr CL ftg ) 7 k 33 k 75.6 ft-k (eu = -0.71 ft, frCLftg) 7 k L, U C'r.!ECK SOIL BEARING CAPACITY (ACI 318 SEC.15.2.2) (conVd) Loads CASE 1 CASE 2 CASE 3 Service P . 32.0 -5.4 46.1. 2 9 27.2 -1.0 k ft, (at base, including V T / P) e qs B L 3.3 3.3 0.0 k, (surcharge load) (0.15-ws)T B L 2.6 2.6 2.4 k, (footing increased) E P 37.9 -4.6 - < U6 52.1 -2.5 < U6 29.6 -0.9 < U6 k ft e Amax -0.8 0 .1 0.6 ksf slaltow 1.5 2.0 2.0 ksf Where {(EP)(1�J , for e<6 q BL 2(EP) for e> L DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 SEC.15.42, 10.2, 10.5.4,, 7.12.2, 12.2, 12.5, 15.5.2,11.1.3.1, & 11.3) (Epu)I1+6L I BL iii for 2(Epu) L for eu > 6 3B(0.5L-eu)' 4u poN=MINI0.0018d, 3PJ. 20 0 -20 -40 -60 -80 Pezax - P- f Y 0.85f31fc £u .fy £u+£t 0.85fcI1 111 Muz 11 ��jt 0.383bd fc [Satisfactory] /)///////// 1 1 1 Moment Shear • FACTORED SOIL PRESSURE CASE 1 CASE 2 CASE 3 Factored Loads p u p� 45.4 5 5 54.7 2 4 32.9 -0.3 k ft, (at base, including Vu T / Pu) load) 5.3 3.3 0.0 k, (factored surcharge YQsBL [0.15 T + ws (Df- T)] B L 14.1 14.1 10.5 k, (factored footing & backfill loads) y E Pu eu-3.8 64.7 < U6 72.1 -1.8 < U6 43.4 -0.2 < U6 k ft -0.770 0.752 1.213 ksf 9u, max FOOTING MOMENT & SHEAR AT LONGITUDINAL Stt, l IUrva rur', ,. - oc L2 0.5 L2 L Section 0 0.5 La Li left Li right , 0.2 S 0.4 S 0.6 S 0.8 S L2left right 16.00 16.50 Xu (ft) 0 0.50 1.00 1.00 3.90 6.80 9.70 12.60 15.50 15.50 -623 Mu,col (ft-k) 0 0 0 0 -115 -231 -346 -462 -577 39.8 -577 45.4 -600 45.4 45.4 Vu,col (k) 0 0.0 0.0 39.8 39.8 39.8 39.8 39.8 0.32 0.32 0.32 Pu,surch (k1t) 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 -41 -44 Mu,surch (ft k) 0 0 0 0 -2 -7 -15 -25 -38 5.0 -38 5.0 5.1 5.3 Vusurch (k) 0 0.2 0.3 0.3 1.2 2.2 3.1 4.0 0.852 0.852 0.852 Pu fig & rill (k1f) 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 0.852 -109 -116 Mu,ftg & fill (ft-k) 0 0 0 0 -6 -20 -40 -68 -102 13.2 -102 13.2 13.6 14.1 Vu,ng & sn (k) 0 0.4 0.9 0.9 3.3 5.8 8.3 10.7 -0.60 -0.77 slusoil (ksf) 4.69 4.53 4.36 4.36 3.40 2.44 1.48 0.52 -0.44 -0.44 717 749 782 Mason (0t-1) 0 1 5 5 65 182 341 524 -65.7 717 -65.4 -64.7 Vu,sail (k) 0 -4.6 -9.1 -9.1 -31.6 -48.5 -59.9 -65.9 -65.9 0 0 E Mu (ft-k) 0 1 4 4 -59 -76 -60 -30 -1 -1 0 E Vu (kips) 0 -4.0 -7.9 31.9 12.8 -0.8 -8.7 -11.1 -8.0 -2.4 -1.3 40 - 30 - 20 - 10- 0 -10 - -0 - M (contd) FOOTING MOMENT & SHEAR AT LONGII UUINAL stc i tulNJ rum ..ru., < L2 0.5 L2 L Section 0 0.5 L, L, left L1 right 02 S 0.4 S 0.6 S 0.8 S L2 left right 16.00 16.50 Xu (ft) 0 0.50 1.00 1.00 3.90 6.80 9.70 12.60 15.50 15.50 -581 Mund(ft k) 0 0 0 47 -76 -200 -323 146 -569 -605 -554 54.7 54.7 Vu coi (k) 0 0.0 •0.0 42.5 42.5 42.5 42.5 42.5 42.5 54.7 0.20 0.20 Pu,surch (Mt) 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 -27 Mu,surch (ft-k) Vu,surch (k) 0 0 0 0.1 0 0.2 0 0.2 . -2 0.8 . -5 1.4 -9 1.9 -16 2.5 -24 3.1 -24 3.1 0.85 -26 3.2 0.85 3.3 0.85 pgftg&fitl (kit) 0.852 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Mu,ftg &tilt (ft-k) 0 . 0 0 0 -6 -20 -40 -68 -102 -102 -109 13.6 -116 14.1 Vgftg &fill (k) 0 0.4 0.9 0.9 3.3 5.8 8.3 10.7 13.2 13.2 0.84 0.75 ggsoit (ksf) 3.62 3.53 3.44 3.44 2.94 2.44 1.93 1.43 0.93 0.93 689 724 Mu,soil (ft-k) 0 1 4 4 52 149 287 458 653 653 _ -72.1 Vu,soil(k) 0 -3.6 -7.1 -7.1 -25.6 -41.1 -53.8 -63.6 -70.4 -70.4 -71.3 0 0 E Mu (ft-k) 0 1 3 50 -33 -75 -85 -71 -42 -78 E Vu (kips) 0 -3.0 -6.0 36.5 21.0 8.5 -1.1 -7.8 -11.6 0.6 0.3 0 FOOTING MOMENT & SNEAK Al LLE,8.1iuuilw-u.o=i,1wrvo,-..,,....-..,�- 0.5 L2 L Section 0 0.5 L1 L1 left L1 right 0.2 S 0.4 S 0.6 S 0.8 S L2 left L2 right Xu (ft) 0 0.50 1.00 1.00 3.90 6.80 9.70 12.60 15.50 15.50 16.00 16.50 Mu,col (ft-k) 0 0 0 47 -20 -88 -155 -223 -290 -325 -264 -280 32.9 Vu mt (k) 0 0.0 0.0 23.3 23.3 23.3 23.3 23.3 23.3 32.9 32.9 Pu,surch (kit) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0 0.00 0 Mu,surch (ft-k) 0 0 0 0 0 0 0 0 0 0.0 0.0 Vu surd, (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.64 Pu,ftg &fill (kit) 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 -87 Mu,ftg atilt (ft-k)' 0 0 0 0 -5 -15 -30 -51 -77 -77 -82 10.2 10.5 Vu,Rg&tilt (k) 0 0.3 0.6 0.6 2.5 4.3 6.2 8.1 9.9 9.9 1.23 1.22 1.21 q u,soit (kst) 1.42 1.41 1.40 1.40 1.37 1.33 1.30 1.26 1.23 346 367 Mu son (ft-k) 0 0 1 1 21 64 130 217 325 325 -43.4 Vusoil (k) 0 -1.4 -2.8 -2.8 -10.9 -18.7 -26.3 -33.7 -41.0 -41.0 -42.2 0 0 3 Mu (ft-k) 0 0 1 48 -4 -38 -56 -57 -42 -77 E Vu (kips) 0 -1.1 -2.2 21.1 14.9 8.9 3.1 -2.4 -7.8 1.8 0.9 0 60 40 - 20 - 0 -20 -40 -60 -80- -100 - 25 - 20 - 15- 10- 5- 0 -5 -10 DESIGN FLEXURE Pprovo Location Mu,max d (n) Pmin Prego Pmax smax(ln) use Top Longitudinal -85 ft-k 21.63 0.0020 0.0017 0.0155 no limit 3 # 6 @ 8 in o.c., cont. 0.0025 0.0018 Bottom Longitudinal 50 ft-k 20.63 0.0015 0.0011 0.0155 18 2 # 6 @ 18 in o.c., cont. Bottom Transverse, be 1 ft-k / ft 19.88 0.0002 3.9E-05 0.0155 18 3 # 6 @ 9 in o.c. 0.0028 M E3V [Satisfactory] (confd) CHECK FLEXURE SHEAR Direction Longitudinal Transverse Vu,max 36 k 2 k/ ft /c = 2 4 b d (0a5 41 k 20 k t ft check Vu < 4 VG [Satisfactoryj - [Satisfactory) CHECK PUNCHING SHEAR (ACI 318 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) pu-R 0 5yvMubl + 1u(Psz) AP J AY,=2(b1+b2)d ¢vc(psi)=0(2+Y) fc 1 1 d J=/d-1 6 1+j l ( b I2+31 bl)_ Yv-1. 1+2.3\Ibi Y=M�r2, Af=Bbe b 0 = aP,bl=(cl+d).b2=(c2+d) 4 ,40 I R-Pub1b2 Af Column Case Pu Mu bi b2 yv Qc Y Af Ap R J vu (psi) 4 vc Col. 1 1 2 3 39.8 42.5 23.3 0.0 39.0 39.0 31.9 31.9 31.9 31.9 31.9 31.9 0.4 0.4 0.4 1.0 1.0 1.0 2.0 2.0 2.0 4.0 4.0 4.0 17.6 17.6 17.6 70.2 75.0 41.0 22.7 22.7 22.7 -12.0 -6.5 -0.7 164.3 164.3 164.3 Col.2 1 2 3 5.6 12.2 9.6 0.0 36.6 36.6 31.9 31.9 31.9 31.9 31.9 31.9 0.4 0.4 0.4 1.0 1.0 1.0 2.0 2.0 2.0 4.0 4.0 4.0 17.6 17.6 17.6 9.9 21.5 16.9 22.7 22.7 22.7 -1.7 2.3 3.0 164.3 164.3 164.3 [Satisfactory] bit bzf f 1 co -- / c„ c_, 1 1