Loading...
05-1298-000,. 1 It _ o�--171ff MR. & MRS. PING RESIDENCE. -6864 SW 68`h STREET, MIAMI, FLORIDA, 33135- REVISED 'STRUCTURAL CALCULATIONS) I - Francisco Cuello, P.E., Inc. Consulting Engineers 147 ALHAMBRA CIRCLE SUITE 220 CORAL GABLES, FL 33134 305.567.0125 FRANCISCO CLIELLO JR.,P.E.,INC. Consulting Engineer Flklo n.�Lo'e-c-Aae*z. JOB SHEET NO CALCULATED BY SCALE �•Q.c� \O comic. �.� s�� � = ;..c.cA� ���.�c_ l �• \\•^ `(L 1 OF DATE � C! � y � e( �, Co 1 V- •z � eC � �- led- =`- cm rL. xls.—� +a once, How NEBS CUS" M—printing >ervrce 1 fin- Nh r, :Se, ,..: Title: PINO RESIDENCE Dsgnr: G G.G Description : F-6X6 Scope : Job # Date: 4:03PM, 6 MAR 06 rte oouvuu User KW-0606224,Ver580.1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software pino residence ecw Calculations Description F-6X6 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 42.160 k Footing Dimension 6.000 ft Live Load 8.030 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 8 Seismic Zone 0 Bar Size 5 Overburden Weight 370.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL & ST Loads Combine Fy 60,000 0 psi Load Duration Factor 1.333 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 10.438 in As to USE per foot of Width 0.413 in2 200/Fy 0.0033 Total As Req'd 2.480 in2 As Req'd by Analysis 0.0019 in2 Min Allow % Reinf 0.0033 Min. Reinf % to Req'd 0.0033 % 6.00ft square x 14.Oin thick with 8- #5 bars Max. Static Soil Pressure 1,933.33 psf ✓ Vu : Actual One -Way Allow Static Soil Pressure 2,000.00 psf Vn•Phi : Allow One -Way Max Short Term Soil Pressure 1,933.33 psf Vu : Actual Two -Way Allow Short Term Soil Pressure 2,666.00 psf Vn'Phi : Allow Two -Way Alternate Rebar Selections... Mu :Actual 11.13 k-ft / ft �" 13 # 4's 8 # Vs Mn ' Phi : Capacity 18.66 k-ft / ft v 5 # Ts 4 # 8's Footing OK 43.48 psi 93.11 psi 158.99 psi 186.23 psi 6 # 6's 3 # 9's 2 # 10's Title: PINO RESIDENCE Dsgnr: G.G.G. Description : F-5.5X5.5 Scope : 3 Job # Date: 5,47PM, 6 MAR 06 Rev 580000 Page 1 User KW-0606224. Ver580, 1-Dec-2003 Square Footing Design g (c)1983-2003 ENERCALC Engineering Software pino residence ecw Calculations Description F-5.5X5.5 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Live Load 6.830 k Thickness 14.00 in Short Term Load 0.000 k # of Bars 8 Seismic Zone 0 Bar Size 5 Overburden Weight 370.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.333 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d' depth used 10.438 in As to USE per foot of Width 0.413 in2 200/Fy 0.0033 Total As Req'd 2.273 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0033 Min. Reinf % to Req'd 0.0033 % 5.50ft square x 14.Oin thick with 8- #5 bars Max. Static Soil Pressure 1,981.48 psf Vu : Actual One -Way Allow Static Soil Pressure 2,000.00 psf Vn'Phi • Allow One -Way Max. Short Term Soil Pressure 1,981.48 psf Vu Actual Two -Way Allow Short Term Soil Pressure 2,666.00 psf Vn'Phi : Allow Two -Way Mu .Actual 9.48 k-ft / ft Alternate Rebar Selections... 12 # 4's 8 # 5's Mn ' Phi : Capacity 20.28 k-ft / ft 4 # 7's 3 # 8's Footing OK 38.88 psi 93.11 psi 135.79 psi 186.23 psi 6 # 6's 3 # 9's 2 # 10's FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer - � r JOB SHEET NO CALCULATED BY SCALE OF _ DATE I,, ,,Z. r - NEBS CUST" M printing service FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer ' � T sr r o �a JOB SHEET NO — CALCULATED BY SCALE S OF _ DATE ._� �.: ` � gel ._•,. a "` Y = s ri •L C"p .� �" <h•�� �� �. - 6T �®� d. X fib. �.� X \ JZ' s tom, r.:., �--•`� �r� / � C .. 111M f•a• . N£BS CUST° M printing service ?,N, e,il?. . Nf P, ,c r : er^^•. vj, h,- 1 ]n6P , , v • FRANCISCO CUELLO JR.,P.E.,INC Consulting Engineer JOB SHEET NO — CALCULATED BY SCALE OF _ DATE � r¢ l7+ f7�• r ," z— s � V - Q « ( T . * T=', ) I'z 9 ` 5 Ab t 5 —ll� Q� t�•� 0lc qM— r O. 20 -.,w I v: NEBS OUST- M pnnbng service � 41.NEP- — rc+,ai^rr„ g, N•^-"i. + . -+ is.-s- RAM International File - 10 in ROOF SLAB.AVW Analysis (1st order) 1 -Condition, C1=1.4DL+1.7LL Date: 3/3/20064:05.51 PM M22=9 05 [Kip"ft] > M22=9 05 (Ki i. 1 _ 5 � � FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer JOB Q� SHEET NO v OF CALCULATED BY DATE SCALE CBS GUST' M printing service N4A RAM International 1� File : 10 in SECOND FLOOR SLAB.AVW Analysis (1st order) Condition: C1=1.4DL+1.7LL Date: 3/3/2006 5:13:15 PM FRANCISCO CUELLO JR.,P.E.,INC. JOB Consulting Engineer SHEET NO OF CALCULATED BY DATE SCALE \�.\�/ �• � ��� � .r�.� 1�... ' � � �,- � _� '} � t S rice �t;{ � '' � . \— . 1 \ ' \ Q. t^ \ CUST° M pnnong Semu . ; NFA, W- -G,_- a,:; �., ^ I-,- + . -..I Title: PINO RESIDENCE Dsgnr: G.G.G Description : 18-18 Scope : Job # Date: 1.12PM, 6 MAR 06 User KW-0606224. Ver 5 8 0. 1 -Dec-2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software pino residence ecw Calculations Description 1 B-18 General Information Code Ref: ACI 318-02, 1997 UBC, 20031BC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Pc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1 70 Concrete Member Information Description 18.1e Span ft 1900 Beam Width in 22.00 --t Beam Depth in 14.00' ;/ End Fixity Pin -Fix C M; ^ { q Reinforcing Center Areal 5.00in2 Bar Depth Left Area Bar Depth Right Area Bar Depth Loads Using Live Load This Span ?? Dead Load k/ft Live Load k/ft Results Mmax @ Cntr k-ft @X= ft Mn ' Phi k-ft Max @ Left End k-ft Mn • Phi k-ft Max @ Right End k-ft Mn ' Phi k-ft Shear @ Left k Shear @ Right k Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @ X = ft Inertia : Effective in4 Shear Stirrups Stirrup Rebar Area in2 Spacing @ Left in Spacing @ .2'L in Spacing @ .4'L in Spacing @ .6'L in Spacing @ 8'L in Spacing @ Right in 11.50in 2.00in2 2.50in 5.00in2 2.50in Yes 2.374 0.560 Beam OK 108.52 7.09 213.58 000 9622 213 58 Bending OK 30.46 50.77 16.91 3.99 20.90 28.19 6.65 34.84 -0 376 7.98 2,638.68 0.220 5.75 575 Not Req'd 5.75 5.75 4.35 [a Title: PINO RESIDENCE Job # Dsgnr: G.G G Date: 1.12PM, 6 MAR 06 Description : 1 B-18 Scope : Rev 580000 User KW-0606224, Ver 5 8 0. 1 -Dec-2003 Multi -Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software pino residence ecw Calculations Description 1 B-18 Location ftj 0.00 Moment k-ft 0.0 Shear k 30.5 Deflection in 00000 MANCISCO CUELLO JR.,P.E.,INC. JOB Consulting Engineer SHEET NO CALCULATED BY SCALE OF - DATE 7 1 1 Ai � *V- y, � r'�ti � C , c l�y� �. \ -� M J � c O \� � \ -w K \- b • � 1 .� � '� C � . �►- � T r - c ------------ V..• V � iY,YI�'A Title: PINO RESIDENCE Dsgnr: G.G G. Description : F-6X6 Scope : VP Job # Date: 5.07PM, 6 MAR O6 nev aoVUUU Page 1 User KW-0606224,Ver580.1-Dec•2003 Multi -Span Concrete Beam (01963-2003 ENERCALC Engineering Software pino residence ecw Calculations Description RB-14 / R13-14A / RB-1413 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 140 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description RB-14 RB-14A RB-14B Span ft 15.00 14.00 18.00 ' Beam Width in 18.00 18.00 18.00Beam Depth Depth in 14.00 14.00 14.00 End Fixity Pin -Fix Fix -Fix Fix -Pin 2 -jct I Reinforcing Center Area 2 OOin2 2.00in2 2.00in2 Bar Depth 11.50in 11.50in 11.50in Left Area 2.00in2 2.00in2 4.00in2 Bar Depth 2.50in 2.50in 2.50in Right Area 3.00in2 2.00in2 2.00in2 Bar Depthl 2.50in 2 50in 2.50in Loads Using Live Load This Span ?? Yes Yes Yes Dead Load k/ft 2.310 2 310 2.310 Live Load k/ft 0.440 0.440 0.440 Results Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 63.00 32.52 90.71 @ X = ft 560 7.00 11.28 Mn' Phi k-ft 94.64 94.64 94.64 Max @ Left End k-ft 0.00 -65.04 -161.27 Mn' Phi k-ft 94.64 I 94.64 171.66 Max @ Right End k-ft -111.99 -65.04 0.00 Mn ' Phi k-ft 135.39 9464 94.64 Bending OK Bending OK Bending OK Shear @ Left k 22.40 27.87 44.80 Shear @ Right k 37.33 27.87 26.88 Reactions & Deflections DL @ Left k 12. 16.17 25 9 LL @ Left k CM)3.08 1j.951 Total @ Left k 15.47 19.25 30.94 DL @ Right k 21.66 16-1 15.59 ILL @ Right k 4.12 am 2. Total @ Right k 25.78 19.25 18.56 Max. Deflection in -0.266 -0.079 -0.573 @ X = ft 6.30 7.00 10.44 Inertia: Effective in4 1,359.59 1,675.28 1,308.45 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 Spacing @ Left in 5.75 5.75 4.48 Spacing @ 2'L in Not Req'd 5.75 5.75 Spacing @ 4'L in Not Req'd Not Req'd 5.75 Spacing @ .6`L in 5.75 Not Req'd Not Req'd Spacing @ .8'L in 5.75 575 5.75 Spacing @ Right in 5.75 5.75 5.75 Title: PINO RESIDENCE Job # Dspnr: G.G.G. Date: 5:07PM, 6 MAR 06 Description : F-6X6 Scope: ,ev oowuu User KW-0606224,Ver580.1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software page 2 Multi -Span Concrete Beam pino residence ecw Calculations Description R13-14 / R13-14A / RB-1413 Query Values Locabon ft 0.00 000 0.00 Moment k-ft 0.0 -65 0 -161.3 Shear k 22.4 27.9 448 Deflection in 0.0000 0.0000 0.0000 NCO Title: PINO RESIDENCE Dsgnr: G.G.G. Description: RB-3 Scope : Job # Date: 3:16PM, 3 MAR 06 aowuu User KW-0606224.Ver580,1-Dec-2003 Multi -Span Concrete Beam Page 1 (W198rcev 3 200E ENERCALC Enoineenno Software Dino residence ecw Calculations Description R13-3 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 4,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description RB-3 Span ft 26.50 Beam Width in 8.00 Beam Depth in 36.00 End Fixtty Pin -Pin Reinforcing Center Area 2.00in2 e--- Bar Depth 33.50in Left Area 2.00in2 �-- Bar Depth 2 50in Right Area 2.00M2, -- Bar Depth 2.50in Loads Using Live Load This Span" Yes Dead Load k/ft 0.353 Live Load k/ft 0.025 Point #1 DL k 15.590 LL k 2.970 @ X ft 10.500 Results Beam OK Mmax @ Cntr k-ftj 214.54 @ X = ft 10.60 Mn ' Phi k-ft 281.64 Max @ Left End k-ft 0.00 Mn ' Phi k-ft 28164 I Max @ Right End k-ft 0.00 Mn' Phi k-ft 281.64 Bending OK Shear @ Left k 2334 Shear @ Right k 17.76 Reactions & Deflections DL @ Left k 1409 LL @ Left k 2.12 Total @ Left k 16.21 DL @ Right k 10.85 LL @ Right k 151 Total @ Right k 12.36 Max Deflection in -0.329 @ X = It 12.72 Inertia : Effective in4 13,439.09 Shear Stirrups Stirrup Rebar Area in2 0.220 Spacing @ Left in 1675 Spacing @ .2'L in 16.75 Spacing @ .4'L in Not Req'd Spacing @ .6'L in Not Req'd Spacing @ .8'L in 16.75 Spacing @ Right in 16.75— 117 Title: PINO RESIDENCE Dsgnr: G.G G. Description : RB-3 Scope : Job # Date: 3:16PM, 3 MAR 06 nc" 'o"""" Page 2 User KW-0806224,Ver580.1-Dec•2003 Multi -Span Concrete Beam s (c)1983-2003 ENERCALC Enalneenna Software pino residence etw Calalauons Description RB-3 Query Values Location ft 0.00 Moment k-ft -0.0 Shear k 23.3 Deflection In 0.0000 IM Company Mar 8, 2006 Designer Gustavo G. GONZALEZ 5-44 PM Job Number: STEEL COLUMN PINO RESIDENCE Checked By. Basic Load Cases _Joint Boundary Conditions Joint Label X KinlY rkrinl Z Winl X Rot -ft/rad Y Rot -ft/rad Z Rot -ft/rad N 1 Reaction I Reaction Reaction I I Reaction N2 Reaction Reaction N3 Reaction Reaction Hot Rolled Steel Desicyn Parameters Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh(in A2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC- ASD 9th Cold Formed Steel Code AISI 99. ASD NDS Wood Code NDS 91 ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) 65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Joint Reactions (By Combination) LC Joint Label X rkl Y rkl Z rkl MX rk-ftl MY rk-ftl MZ fk-ftl /1 • 1 1 1 1 1 ©0.1 F.1/ 1 1 RISA-31) Version 5.0 FE:\Gustavo\Ocalculations\RISA-3D\PINO RESIDENCE\STEEL COLUMN.r3d1 Paae 1 2 Company Designer Gustavo G. GONZALEZ Job Number: STEEL COLUMN PINO RESIDENCE Load Combinations Mar 8, 2006 5-44 PM Checked By: Descri tion Solve PDe..SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor C Factor BLC Factor DL I Yes 1 1 LL FYes 2 1 DL+LL I Yes 1 1 1 2 1 Joint Loads and Enforced Displacements Joint Label L D M Direction Ma nitude k k-ft inra k• " N3 L Y -42.16 Hot Rolled Steel Properties Label F rksil r, rkcil Nu Therm AI F5 Fl r)en.gMkt t^31 Yieldrksil A36 29000 11154 .3 .65 49 36 A572Grade50 29000 11154 .3 65 .49 50 A992 29000 11154 3 65 .49 50 A500 42 29000 11154 3 .65 .49 42 A500 46 29000 11154 .3 65 49 46 Hot Rolled Steel Section Sets Label Sha a Design List Type Material Desi n Rules A in2 I m4 Izz in4 J in4 HR1A TU4X4X4 Tube Column 57213ra&501 T ical 1 3.59 1 8.22 1 8.22 1 13 5 Member ASD Steel Code Checks (By Combination) PICA -,An Varcinn 5 n rF•\riictavn\()ralriiintinnc\PICA-in\P1Nr) PF.ginPN(.F\CTFFI r.()I 1 IMN r4ril Pano 9 Title : Job # Dsgnr: Data: 3 51 PM, 15 MAR 06 Description: Scope: Rev 580009 — --- -- -- '-- LUser KW-0606224, Ver 5 8 0, 1 -Dec-2003 Concrete Rectangular & Tee Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software pino residence ecw Calculations Description PINO RESIDENCE, 1B-10 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Span 17.75 ft fc 3,000 psi Depth 38 000 in Fy 60,000 psi Width 8.000 in Concrete Wt 145 0 pcf Seismic Zone 0 End Fixity Pinned -Pinned Beam Weight Added Internally Live Load ads with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 6 35 50 in #1 2 6 2 50 in #1 2 6 2 50 in #2 2 6 33 50 in #2 2 6 35.50 in #2 2 6 35.50 in #3 2 6 2 50in #3 2 6 33.50 in #3 2 6 33 50 in Load Factorina Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load Live Load Short Term Start End #1 0 543 k 0 238 k k 0 000 ft 15.250 ft #2 0.275 k 0_.2_7.5 k _ _ k_ 15 250 ft 17 750 ft ---- - -- - - - -- - --- -- -- -- - Concentrated Loads Dead Load Live Load Short Term Location #1 26 000 k #2 16.910 k 6 700 k 3 990 k Span = 17 75ft, Width= 8 OOin Depth = 38 OOin Maximum Moment Mu 227.10 k-ft Allowable Moment . Mn'phi 257.14 k-ft Maximum Shear Vu 47 79 k Allowable Shear Vn'phi 48.88 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0 000 2.958 5.917 Max. Spacing 17 750 17.750 17 750 Max Vu 35.483 35.483 30 731 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 8 875 11 833 17.750 Not Req'd 9.116 9 116 15.250 It 6 500 ft Beam Design OK -0 1938 in 27.46 k 44.86 k 14 792 17 750 ft 17 750 17 750 in 13 867 47 790 k Bending & Shear Force Summary Bending... Mn•Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-0 @ Center 257.14 k-ft 227 10 k-ft 170 33 k-ft 111 77 k-ft @ Left End 257 14 k-ft 0 00 k-ft 0 00 k-ft 0 00 k-ft @ Right End 257 14 k-ft 0 00 k-ft 0 00 k-ft 0 00 k-ft Shear... Vn•Phl Vu, Eq. C-' Vu, Eq. C-: Vu, Eq. C: @ Left End 48 88 k 35 48 k 26 61 k 17 46 k @ Right End 48 88 k 47 79 k 46 24 k 30 22 k Deflection DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm WtH DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 0 0000 in at 0 0000 ft 0 0000 in at 0 0000 ft 0 0000 in at 0.0000 ft 0 Left 21.868 k 27 460 k 27.460 k A Right 35 443 k 44 859 k 44 859 k -0 1379 in at 8 9460ft -0 1938 in at 8.9460ft -0 1938 in at 8 9460ft 21 Title : Dsgnr: Description: Scope: Rev 580009 User K-2003E E Ver580 1eeringSo Concrete Rectangular & Tee Beam Design (c)1983-2003 ENERCALC Engineering Software Description PINO RESIDENCE, 1B-10 Job # Date: 3 51 PM, 15 MAR 06 Page 2 residence ecw Calculations Section Analysis------ -- - --- -------------- --------- - - - - - -- --- -- - - -1 Evaluate Moment capacity... Center Left End Right End X Neutral Axis 4 345 in 4.345 in 4 345 in a = beta • Xneutral 3 693 in 3 693 In 3 693 in Compression in Concrete 75 342 k 75.342 k 75.342 k Sum [Steel comp. forces] 30.265 k 30 265 k 30.265 k Tension in Reinforcing -105.600 k -105 600 k -105 600 k Find Max As for Ductile Failure... X-Balanced 21 010 in 21 010 in 21 0102 in Xmax = Xbal ' 0 75 15 758 in 15 758 in 15.758 in a -max = beta • Xbal 17 859 in 17 859 in 17 859 in Compression in Concrete 273.238 k 273 238 k 273.238 k Sum [Steel Comp Forces] 50.556 k 50.556 k 50 556 k Total Compressive Force 323.794 k 323 794 k 323 794 k AS Max = Tot Force / Fy 5.397 in2 5 397 in2 5.397 in2 Actual Tension As 1.760 OK 0.000 OK 1.760 OK Additional Deflection Calcs —' Neutral Axis 9 410 in Mcr 65 91 k-ft Igross 36,581.33 in4 Ms:Max DL + LL 155 37 k-ft Icracked 12,920 07 in4 R1 = (Ms:DL+LL)/Mcr 0 424 Elastic Modulus 3,122.0 ksi Ms Max DL+LL+ST 155 52 k-ft Fr = 7.5' fe.5 410 792 psi R2 = (Ms:DL+LL+ST)/Mcr 0 424 Z Cracking 154.649 krn I-eff. Ms(DL+LL) 14,726.480 in4 Z:cracking > 145 - Interior Only ! teff. Ms(DL+LL+ST) 14,721.171 in4 Eff Flange Width 8.00 in ACI Factors (per ACI 318-02, applied intemally to entered loads) I< ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0 750 Add"I "1 4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1 700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0 900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1 300 seismic = ST • 1.100 FRANCISCO CUELLO JR.,P.E.,INC. Consulting Engineer Dtz�j&N,tijc. suit 141644itLA. wa 0 - I ?1 1% r JOB SHEET NO CALCULATED BY SCALE - 22 IAJC 40 4 (Ylu 9 1-4 60 +Sl) )t 0. D 13 IK q 4�1 Tt>y—f r a. 0 4- OF DATE p