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Home My WebLink AboutDESIGN CALCS - 05-00027 - 366 Talon Dr - New SFRResidence at 366 Talon Drive Rexburg, Idaho CONCRETE HEADER DESIGN (GARAGE) CALCULATIONS JOB # 05097 Client: JENKS BROTHERS REXBURG, IDAHO Designed by.- F. Richard Scheerer -n qp G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (2Q8) 523-6918 E-mail; gsAataway.net Fax; (208) 523-6922 Project _��G T 1� L cm Designed By 7`E i -/ &A Project No. 0 Date ,. ate_ ) a. "-) Ct to 0 C-4 Iq 6. A A3 C /4 (-AJ �, i. - Z 6- F X a/at , Lu +o L - ( I 5nr.. I= Y G&S Structural Engineers J " (..GGi r Id k -1 -lc L3" 140 1zL f mt 1� 6 Sheet DESIGNER: PROJECT PI2J. N0. DATE c Y3 � Richard Scheerer 365 Talon Drive 05097 03-29-2005 REINFORCED CONCRETE BEAM ANALYS 1991 ED. UBC CHAPTER I N P U T I N F 0 R M A Beam design span Number of Load I - Load 2 Dumber of Number of — B E A M T I O N — G&S STRUCTURAL ENGINEERS 440 N. CAPITAL IDAHO FALLS, IDAHO 83402 IS AND DESIGN 26 = 10. 000 ft factored unifrom loads _ 2 0 .89 k1f FROM fl . 00t to 10 . 00 ft � I x.32 k1f FRAM Q. JO ft to lO.Da -ft factored concentrated loads = 0 segments = 10 ANA L Y S I S R E S U L T S Reaction left end Reaction right end Moment left encs Moment right end Maximum positive moment Shear at maximum moment -MOMENT 05 4.84 SHEAR 1.000 Location 2.42 (ft ) Shear (k) 0.000 05 4.84 6. 1.000 k 2.42 0 0 2.000 -0.00 k --ft 3.000 -2.42 - -0. 4.000 k 5.44 5.000 -6.05 6.000 7.000 8.000 9.000 10.000 6.05 05 4.84 6. 3.63 k 2.42 0 0 1.21 -0.00 k --ft -1.21 -2.42 - -0. -3.63 k 5.44 -4.84 -6.05 6. 05 k 6. 0 -5, k �- 0 0 k -f t 0 0 k --ft - 15.1 k -f t - -0. 40 k T A B L E — Moment (k - } t) 0.00 5.44 9.68 12. 70 14.52 15.12 14.52 12.70 9.68 5.44 -0.00 5. 4 FT. FROM LEFT - I N P U T zNFo Ultimate concrete Steel yeild stren Steel yeild stren Beam width n r R M A T I strength 9th, flexure 9thi shear xelntorcement depth -- (F'c) (FY) (F y') MOMENT - RE TNFORC LOCATION AC TLTAL MOMENT (ft) 2.50 0.00 0.000 5.44 9.68 12.70 14.52 1.00 15.1 14.52 00 z.00 ksi ksi in. in. 9.68 3.00 5.44 -0-00 L 4.00 3.000 5.00 4.000 6.00 0.118 7.00 . 000 8.04 6.000 9.00 7.000 10.00 (K -ft) 2.50 0.00 0.000 5.44 9.68 12.70 14.52 60. = 40.0o - - 10.50 15.1 14.52 00 i2.7a ksi ksi in. in. 9.68 B 5.44 -0-00 L This program assumes the minimum area of (compression steel = I N G ZZ 2.50 0.00 0.000 ksi 60. = 40.0o - - 10.50 8.00 00 15.12 14.52 12.70 ksi ksi in. in. T A B 0.00 L E - RESISTING MOMENT y tension steel 0. 000 int) Total beam depth stirrup area - S H E A R S TEEL DISTANCE FROM SUPPORT (ft) (in 0.00 0.000 5.4.4 g_C s 12.7a 14-52 1-000 15.12 14.52 12.70 0.282 9.68 5.44 2.000 0.00 x.339 3.000 0.28 4.000 0.118 5 . 000 6.000 7.000 8. 000 9.000 10.000 ( S T I R R SPACING (in) (K -ft) (in 0.00 0.000 5.4.4 g_C s 12.7a 14-52 0.212 15.12 14.52 12.70 0.282 9.68 5.44 0.325 0.00 x.339 TENSIQN STEEL (in 2 ) 0.000 0.118 0.212 0.282 0.325 x.339 0.35 0.28 0.212 0.118 x.000 area of compression steel. U P ) NONE REQUIRED 0.000 0.000 NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED 12.00 0.22 T A D L - MOMENT I NFORMAT I ON - Maximum d 0.066 in. 5. 00 ft. Moment of inertia - 1152.00 in.4 — DEFLECTI ON T (ft) 0.000 0.0208 1.000 0.0393 2.000 0.0538 0.0630 3.000 0.0662 0.0630 4.aoo 0.0538 0.0393 5.000 0.0208 -.0000 6.000 7.000 8.000 9.000 10.000 DEFLECTION (in) 0.0000 0.0208 0.0393 0.0538 0.0630 0.0662 0.0630 0.0538 0.0393 0.0208 -.0000 from left i 16 DESIGNER: PROJECT PRJ. NO.: DATE C [a) �z R ichard S heerer 366 Talon Drive 05097 03-29-2005 REINFORCED CONCRETE BEAM ANALYS ---- I N P U T I N F 0 Beam design span Number of Load 1 = Load 2 w Number of Number of E 1991 ED. UBC CHAPTER T�oN- factored unifrom loads 1.36 k1f FROM 0.00 2.44 k1f FROM 0.00 factored concentrated segments A N A L Y S I 5 Ruction left end Reaction right end Moment left end Moment right end Maximum positive moment Shear at maximum moment -- M 4 NI E iV T- SHEAR k Location (fit ) Shear (k) 0.000 4.56 k 0.300 2.28 k 0.600 -0.00 k -ft 0.900 -2.28 k -ft 1.200 -4.56 k -ft 1.500 -0.00 k 1.800 2.100 2.400 2.700 3.000 5.70 4.56 k 3.42 2.28 k 1.14 -0.00 k -ft -1.14 -2.28 k -ft -3.42 -4.56 k -ft -5.70 -0.00 k IS 25 -- 3.000 G&S STRUCTURAL ENGINEERS 440 N. CAPITAL IDAHO FALLS, IDAHO 83402 AND DESIGN ft 2 ft to 3.00 ft ft to 3. Qp ft loads R E S U L T A B L E 0 T S -- = 5.70 1.54 k = 5.70 2.74 k = 0.00 4.10 k -ft = 0.00 4.10 k -ft = 4.27 2. k -ft _ -0.00 -0.00 k Moment (k-f t ) 0.00 1.54 2.74 3.59 4.10 4.27 4.10 3.59 2. 74 1.54 -0.00 ti!�� c op 1 . 5 FT, FROM LEFT ro I N P U T S N F 0 R M A T I Ultimate concrete strength Steel yeild strength, flexure Steel yeild strength, shear Beam width Reinforcement depth —MOMENT- REINFO LOCATION ACTUAL MOMENT (f t) (K -f t) 0.00 0.00 3.59 0.30 1.54 0.600 0.60 2.74 4.10 0•90 3.59 REQUIRED 1.20 4,1D 1.54 1.50 4,27 1.500 1-80 4,10 2•10 3,59 2.40 2.74 2.70 1.54 2.400 3.oa -o.00 2.700 O N — (F c) = 2.50 ksi (FY) 60.00 ksi (FY) = 40. 00 ksi = 8. 00 in. = 10. 50 in. R C I N G T A B L E RESISTING MaMENT ■This program assumes , the minimum area of tension steel (compression steel = x.000 int) Total beam depth stirrup area S H E A R S T E E L ( S T I R R DISTANCE FROM SUPPORT (ft) t) 0.00 0.000 1.54 REQUIRED 2.74 0.300 3.59 REQUIRED 4.1U 0.600 4.27 REQUIRED 4.10 0.900 3.59 REQUIRED 2.74 1.200 1.54 D.08$ D.00 1.500 0.077 1.800 0.033 2.100 0.000 2.400 2.700 3.000 SPACING (in) (K -f t) 0.00 REQUIRED 1.54 REQUIRED 2.74 REQUIRED 3.59 REQUIRED 4.1U REQUIRED 4.27 REQUIRED 4.10 REQUIRED 3.59 REQUIRED 2.74 REQUIRED 1.54 D.08$ D.00 :__ area NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE REQUIRED NONE D.08$ REQUIRED TENSION STEEL (in 2 ) 0.000 0.033 0.058 0.077 0.0$8 0.092 D.08$ 0.077 0.458 0.033 0.000 Of compression steel. 12.0 a in. Q.22 int T A B L E w 4- - M O M E N T I NFORMAT I ON - mum Maxideflections = 0.002 in. 1.50 1 Moment of inertia ft. from left = 1152.00 in.4 - D E F L E C T I O N T A B L E- LOCATION (ft) DEFLECTION (in) 0.000 0.0000 0.300 0.0005 0.600 0. 0010 0.900 0.0014 1.200 0.0016 1.500 0.0017 1.800 0.0016 2.100 0.0014 2.400 0.0010 2.700 0.0005 3.0,00 0.0000