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HomeMy WebLinkAbout2501 EL CAMINO REAL; STRUT PT 3; CB131997; Structural Calculations13903.00 ANF & ASSOCIATES / Consulting Structural Engineers STRUCTURAL CALCULATIONS RECEIVED OCT 21 2013 RI uTP^ CARLSBAD BUILDING DIVISION For Part III Retail Expansion Westfield Carlsbad 2525 El Camino Real #100 Carlsbad, Califomia 92008 Architect JPRA Architects 39300 West Twelve Mile Road, Suite 180 Farmington Hills, MI 48331 Tel: (248) 737-0180 9420 Telstar Avenue, Suite 118, El Monte, Califomia 91731 Tel: (626) 448-8182 Fax: (626) 448-8092 Email: ann688@pacbell.net Part III Part IV Frame reaction on cone floor FR-0~ 9 Base plates for MF columns BS-1~ 17 Infill of Existing Waffle Slab Openings D-l~ 2 Infill of Existing Escalator Openings @ 2nd FL WF-1~ 11 Concrete Beam Design Check CB-1~ 58 Frame Reaction at Concrete Column Envelope FRE-0~ 11 (BC-1) Gravity Cone Column Design force GCD-l-36 (BC-1) Concrete Column Design Check CC-0~ 16 (BC-1) (Existing) Concrete Column Design Check EC-0~ 12 (BC-1) Wall Member Design Check WD-1~ 5 (BC-1) Diaphragm Shear DS-1~ 6 (BC-1) Diaphragm Strut or Drag force DF-1~ 5 (BC-1) Retaining Wall Design RW-1~ 38 (BC-1) CMU Column (Compactor Area) CMU-1 10 (BC-1) Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 09/18/13 09:37:36 Ignore Effects At Face of Joint Scale Factor: CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes ScaleFactor: 1.00 Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft): 4.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD CASE DEFINITIONS: D Lp E3 E4 E5 E6 DeadLoad PosLiveLoad Eq Eq Eq Eq RAMUSER RAMUSER EQ_IBC09_X_+E_F EQJBC09_X_-E_F EQ_IBC09_Y_+E_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: User Specified 97 * 1.365 D 98 * 1.365 D 99 * 1.365 D 100 * 1.365 D 101 * 1.365 D 102 * 1.365 D 103 * 1.365 D 104 * 1.365 D 105 * 1.365 D 106 * 1.365 D 107 * 1.365 D 108 * 1.365 D 109 * 1.365 D 110 * 1.365 D 111 * 1.365 D 112 * 1.365 D 113 * 0.735 D 114 * 0.735 D 115 * 0.735 D 116 * 0.735 D 117 * 0.735 D 118 * 0.735 D 119 * 0.735 D 120 * 0.735 D 3.000 E4 r 3.000 E6 3.000 E3 3.000 E4 3.000 E5 3.000 E6 3.000 E3 3.000 E4 3.000 E5 3.000 E6 F/Z - I Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 2/9 09/18/13 09:37:36 * = = Load combination currently selected to use REACTION MAXIMA AND MINIMA: Frame #0: Node Rx Ry Rz Mxx Myy Tzz kips klps kips kip-ft kip-ft kip-ft 246 Max: 0.53 0.71 160.89 0.00 0.00 1.40 LC: 106 99 102 97 97 119 Min: -0.53 -0.70 74.61 0.00 0.00 -1.46 LC: 118 119 114 97 97 99 Frame #1: Node Rx Ry Rz Mxx Myy Tzz kips kips klps kip-ft kip-ft kip-ft 247 Max: 1.18 1.56 309.41 0.00 0.00 0.01 LC: 114 99 103 97 97 103 Min: -1.18 -1.55 50.30 0.00 0.00 -0.02 LC: 102 119 115 97 97 107 251 Max: 1.23 1.78 264.39 0.00 0.00 1.18 LC: 114 99 99 97 97 103 Min: -1.23 -1.76 -60.04 0.00 0.00 -1.17 LC: 102 119 119 97 97 115 252 Max: 0.38 95.69 150.97 0.00 0.00 0.08 LC: 114 103 103 97 97 119 Min: -0.38 -88.10 -61.90 0.00 0.00 -0.10 LC: 102 115 115 97 97 99 253 Max: 1.07 127.53 161.39 0.00 0.00 0.36 LC: 114 103 103 97 97 116 Min: -1.07 -129.45 22.67 0.00 0.00 -0.43 LC: 102 107 115 97 97 104 254 Max: 0.50 96.75 115.78 0.00 0.00 0.15 LC: 98 119 103 97 97 103 Min: -0.50 -101.62 12.72 0.00 0.00 -0.14 LC: 110 99 115 97 97 115 255 Max: 0.44 62.56 158.60 0.00 0.00 0.12 LC: 114 119 99 97 97 103 Min: -0.44 -65.78 -70.87 0.00 0.00 -0.11 LC: 102 99 119 97 97 115 256 Max: 64.75 267.34 402.74 0.00 0.00 0.32 LC: 97 101 103 97 97 118 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 3/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz Min: -64.16 -247.69 -221.26 0.00 0.00 -0.32 LC: 117 113 115 97 97 98 257 Max: 1.54 198.05 343.17 0.00 0.00 0.18 LC: 113 117 99 97 97 108 Min: -1.57 -214.08 -242.58 0.00 0.00 -0.18 LC: 101 97 119 97 97 104 Frame #4: Node Rx Ry Rz Mxx Myy Tzz klps kips kips kip-ft kip-ft kip-ft 234 Max: 64.42 132.75 477.39 0.00 0.00 0.32 LC: 97 101 103 97 97 118 Min: -63.82 -100.54 -205.36 0.00 0.00 -0.32 LC: 117 113 115 97 97 98 235 Max: 73.34 249.66 279.14 0.00 0.00 0.32 LC: 97 112 99 97 97 118 Min: -72.86 -246.87 50.24 0.00 0.00 -0.32 LC: 117 100 119 97 97 98 236 Max: 80.43 245.71 281.82 0.00 0.00 0.32 LC: 97 112 103 97 97 118 Min: -80.13 -245.27 56.06 0.00 0.00 -0.32 LC: 117 116 115 97 97 98 237 Max: 87.23 97.73 500.27 0.00 0.00 0.32 LC: 97 117 99 97 97 118 Min: -87.13 -136.24 -193.16 0.00 0.00 -0.32 LC: 117 97 119 97 97 98 Frame #5: Node Rx Ry Rz Mxx Myy Tzz kips klps kips kip-ft kip-ft kip-ft 224 Max: 1.48 70.51 250.85 0.00 0.00 0.45 LC: 114 103 103 97 97 119 Min: -1.48 -68.65 -38.58 0.00 0.00 -0.46 LC: 102 115 115 97 97 99 225 Max: 7.68 87.40 243.77 0.00 0.00 0.44 LC: 102 119 104 97 97 119 Min: -7.53 -87.93 104.36 0.00 0.00 -0.45 LC: 114 99 116 97 97 107 226 Max: 8.95 73.16 292.37 0.00 0.00 0.34 Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 4/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz LC: 102 119 99 97 97 103 Min: -8.66 -75.33 -25.89 0.00 0.00 -0.33 LC: 114 99 119 97 97 115 Frame #9: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 210 Max: 1.93 51.87 207.48 0.00 0.00 0.49 LC: 98 112 104 97 97 119 Min: -1.93 -49.55 -23.71 0.00 0.00 -0.49 LC: 118 116 116 97 97 99 211 Max: 0.61 50.56 192.62 0.00 0.00 0.58 LC: 114 120 100 97 97 119 Min: -0.61 -52.75 -32.60 0.00 0.00 -0.59 LC: 102 100 120 97 97 99 212 Max: 65.80 131.69 599.68 0.00 0.00 0.32 LC: 97 103 104 97 97 118 Min; -65.40 -83.34 -219.92 0.00 0.00 -0.32 LC: 117 115 116 97 97 98 213 Max: 87.26 233.88 292.86 0.00 0.00 0.55 LC: 97 111 100 97 97 118 Min: -86.59 -240.08 64.90 0.00 0.00 -0.56 LC: 117 99 120 97 97 98 214 Max: 93.23 227.85 251.59 0.00 0.00 0.55 LC: 97 119 104 97 97 118 Min: -92.61 -246.80 60.37 0.00 0.00 -0.56 LC: 117 99 116 97 97 98 215 Max: 79.73 90.96 482.81 0.00 0.00 0.32 LC: 97 119 100 97 97 118 Min: -79.30 -101.05 -253.22 0.00 0.00 -0.32 LC: 117 99 120 97 97 98 Frame #13: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 198 Max: 0.41 20.23 47.23 0.00 0.00 0.50 LC: 98 120 104 97 97 119 Min: -0.41 -20.66 -11.42 0.00 0.00 -0.51 LC: 118 100 116 97 97 99 Frame Reaction Envelope RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 5/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz 199 Max: 0.56 35.38 51.68 0.00 0.00 0.50 LC: 98 120 104 97 97 119 Min: -0.56 -35.45 2.67 0.00 0.00 -0.51 LC: 118 100 116 97 97 99 200 Max: 0.34 23.69 73.92 0.00 0.00 0.51 LC: 114 120 100 97 97 119 Min: -0.34 -24.26 -16.84 0.00 0.00 -0.51 LC: 102 100 120 97 97 99 201 Max: 47.56 256.59 436.85 0.00 0.00 0.32 LC: 97 97 104 97 97 118 Min: -47.23 -232.84 -277.69 0.00 0.00 -0.32 LC: 117 117 116 97 97 98 202 Max: 69.92 232.55 492.93 0.00 0.00 0.32 LC: 97 113 100 97 97 118 Min: -69.46 -255.93 -257.24 0.00 0.00 -0.32 LC: 117 101 120 97 97 98 Frame #21: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 205 Max: 51.58 0.42 94.06 0.00 0.00 0.22 LC: 102 116 102 97 97 119 Min: -50.51 -0.42 -61.02 0.00 0.00 -0.22 LC: 114 112 114 97 97 107 207 Max: 71.86 0.13 29.42 0.00 0.00 0.25 LC: 118 116 102 97 97 119 Min: -71.93 -0.13 11.87 0.00 0.00 -0.25 LC: 98 112 114 97 97 99 209 Max: 50.29 0.78 95.76 0.00 0.00 0.18 LC: 118 116 98 97 97 120 Min: -51.53 -0.78 -60.36 0.00 0.00 -0.18 LC: 98 112 118 97 97 100 227 Max: 55.68 0.46 172.60 0.00 0.00 0.14 LC: 102 99 102 97 97 103 Min: -54.12 -0.46 -31.00 0.00 0.00 -0.14 LC: 114 119 114 97 97 115 230 Max: 75.69 1.85 307.06 0.00 0.00 0.20 LC: 102 99 102 97 97 119 F/^-'S" fil Frame Reaction Envelope RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 6/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz Min: -75.56 -1.84 15.71 0.00 0.00 -0.22 LC: 114 119 114 97 97 99 231 Max: 0.73 0.93 334.23 0.00 0.00 0.01 LC: 114 99 102 97 97 119 Min: -0.73 -0.93 133.32 0.00 0.00 -0.01 LC: 102 119 114 97 97 107 239 Max: 53.45 1.44 339.33 0.00 0.00 0.23 LC: 118 99 98 97 97 103 Min: -54.82 -1.43 -80.55 0.00 0.00 -0.23 LC: 98 119 118 97 97 115 240 Max: 0.58 0.77 261.58 0.00 0.00 0.01 LC: 114 99 98 97 97 119 Min: -0.58 -0.77 98.54 0.00 0.00 -0.01 LC: 102 119 118 97 97 107 Frame #22: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 206 Max: 52.64 25.26 474.07 0.00 0.00 0.32 LC: 101 113 102 97 97 118 Min: -44.24 -25.59 -300.58 0.00 0.00 -0.32 LC: 113 101 114 97 97 98 208 Max: 42.57 50.90 486.83 0.00 0.00 0.32 LC: 117 116 98 97 97 118 Min: -52.48 -51.15 -294.34 0.00 0.00 -0.32 LC: 97 104 118 97 97 98 217 Max: 52.19 6.83 256.63 0.00 0.00 0.53 LC: 110 120 102 97 97 119 Min: -48.22 -6.98 -108.72 0.00 0.00 -0.53 LC: 114 100 114 97 97 99 220 Max: 48.73 10.71 252.01 0.00 0.00 0.49 LC: 118 120 98 97 97 103 Min: -51.94 -10.90 -114.10 0.00 0.00 -0.49 LC: 106 100 118 97 97 115 232 Max: 59.88 21.13 386.66 0.00 0.00 0.35 LC: 102 119 102 97 97 119 Min: -58.29 -22.01 -55.51 0.00 0.00 -0.35 LC: 114 99 114 97 97 107 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 7/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz 241 Max: 59.42 22.29 342.35 0.00 0.00 0.35 LC: 118 119 98 97 97 119 Min: -59.53 -23.68 -77.05 0.00 0.00 -0.35 LC: 106 99 118 97 97 107 Frame #23: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 233 Max: 62.70 21.75 191.23 0.00 0.00 0.36 LC: 102 119 102 97 97 119 Min: -61.21 -22.04 -92.68 0.00 0.00 -0.38 LC: 114 99 114 97 97 99 242 Max: 81.27 24.90 107.29 0.00 0.00 0.36 LC: 102 119 97 97 97 119 Min: -80.23 -25.28 -0.78 0.00 0.00 -0.37 LC: 114 99 117 97 97 99 248 Max: 60.96 0.84 165.18 0.00 0.00 0.49 LC: 118 99 98 97 97 119 Min: -62.55 -0.83 -60.34 0.00 0.00 -0.50 LC: 98 119 118 97 97 99 Frame #24: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 218 Max: 38.47 47.58 509.65 0.00 0.00 0.32 LC: 100 116 102 97 97 118 Min: -24.66 -48.07 -156.54 0.00 0.00 -0.32 LC: 120 104 114 97 97 98 221 Max: 133.50 42.85 353.19 0.00 0.00 0.32 LC: 110 116 98 97 97 118 Min: -131.92 -43.46 -10.50 0.00 0.00 -0.32 LC: 114 104 118 97 97 98 222 Max: 112.82 35.68 216.09 0.00 0.00 0.32 LC: 102 115 102 97 97 118 Min: -111.18 -36.36 44.60 0.00 0.00 -0.32 LC: 114 103 114 97 97 98 228 Max: 23.61 40.43 438.55 0.00 0.00 0.32 LC: 116 115 98 97 97 118 Min: -40.50 -41.01 -64.83 0.00 0.00 -0.32 LC: 104 103 118 97 97 98 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- BuiIding Code: IBC Page 8/9 09/18/13 09:37:36 Node Rx Ry Rz Mxx Myy Tzz 243 Max: 36.33 38.10 503.03 0.00 0.00 0.32 LC: 100 115 102 97 97 118 Min: -26.43 -38.41 -222.84 0.00 0.00 -0.32 LC: 120 103 114 97 97 98 249 Max: 27.02 40.44 461.91 0.00 0.00 0.32 LC: 116 117 98 97 97 118 Min: -35.31 -40.69 -236.77 0.00 0.00 -0.32 LC: 104 97 118 97 97 98 Frame #25: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 216 Max: 179.82 0.01 386.17 0.00 0.00 0.32 LC: 97 98 101 97 97 118 Min: -148.09 -0.01 -159.63 0.00 0.00 -0.32 LC: 117 118 113 97 97 98 219 Max: 147.47 0.01 362.88 0.00 0.00 0.32 LC: 113 118 97 97 97 118 Min: -179.48 -0.01 -165.31 0.00 0.00 -0.32 LC: 101 98 117 97 97 98 238 Max: 182.70 0.01 408.36 0.00 0.00 0.32 LC: 97 98 101 97 97 118 Min: -167.50 -0.01 -150.15 0.00 0.00 -0.32 LC: 117 118 113 97 97 98 244 Max: 167.43 0.01 378.47 0.00 0.00 0.32 LC: 113 118 97 97 97 118 Min: -182.15 -0.01 -158.13 0.00 0.00 -0.32 LC: 101 98 117 97 97 98 Frame #26: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 203 Max: 989.04 3.59 316.19 0.00 0.00 3.58 LC: 117 112 101 97 97 118 Min: -989.31 -3.58 -242.12 0,00 0.00 -3.59 LC: 105 100 113 97 97 98 204 Max: 988.40 3.55 335.22 0.00 0.00 3.31 LC: 117 112 97 97 97 118 Min: -990.88 -3.54 -238.31 0.00 0.00 -3.32 LC: 97 100 117 97 97 98 fiZ'8 m Frame Reaction Envelope RAM Frame V 14.04.05.00 Page 9/9 DataBase: 13903 Regal Cinemas 12 at PCR- 09/18/13 09:37:36 Building Code: IBC Frarae #27: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 223 Max: 277.19 1.77 141.66 0.00 0.00 3.42 LC: 117 112 101 97 97 118 Min: -281.66 -1.77 -61.46 0.00 0.00 -3.43 LC: 97 100 113 97 97 98 229 Max: 279.19 1.75 142.30 0.00 0.00 3.47 LC: 101 111 97 97 97 118 Min: -277.95 -1.75 -61.29 0.00 0.00 -3.47 LC: 113 99 117 97 97 98 245 Max: 277.20 1.75 141.57 0.00 0.00 3.37 LC: 117 111 101 97 97 118 Min: -281.65 -1.75 -61.51 0.00 0.00 -3.37 LC: 97 99 113 97 97 98 250 Max: 279.17 1.75 142.16 0.00 0.00 3.52 LC: 101 111 97 97 97 118 Min: -277.95 -1.75 -61.30 0.00 0.00 -3.53 LC: 113 99 117 97 97 98 FJ2.-- °\ . l^Tw-, Tel: (626) 448-8182 A^t & ASSOCIATES Fax:(626)448-8092 Consuldiig Structural Engiiieers E-nwii: «nn68g@p«cb«II.Be 942Teht«r AveBue, SuHe 118, El Monte, CA 91731 JOB NO. BY 1>Y DATE- SH. -OF- g'i'f^m^ 2*^^ f-C. ^ree'$^^G*T^ f^'O Tt^^ F/2--^4D -fieprv 6gpe> t^'-rt/ J2 ^^^^ /?y - (£>O.S K ALLOU) ^(U. LOPSO f .9-' '1 11K » T^TT-i Tel: (626) 448-8182 AJM* & ASSOCIATES Fax:(626)448-8092 Consultiiig Structural Engiiieers E-mail: «iin68«^p»cbeU.nei 9420 Telstar Avewie, Suite 118, H Monte, CA 91731 JOB No. BY DATE- SH. -OF- 8 . T^™, Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consultmg Structural Engineers E-««n: «nn68g@p.cbell.ne 9420 Telstar Awme, SuRe 118, El Monte, CA 91731 JOB NO. BY DATE- SH. -OF- bac t^ . T^TT^ Tel: (626) 448-8182 AiN* & ASSOCIATES Fax:(626)448-8092 Consulting Structurai Engineers E-mail; Min688@pacbell.Bet !MZO Telstar Afenne, SuHe 118, El Monte, CA 91731 JOB NO. BY. DATE- SH.— -OF- ^1 JX^ . C/^^£) •Tt;- •fe^ vfert/T u«©. etuj /n^tv lusto '-r%r . TT, Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structurai Engineers E-mail: anfl688(a,p«cl>eUj.et 9420 Telstar Avemie, Suite 118, El Monte, CA 91731 JOB NO. BY DATE- SH.— -OF- CZ 0^) .\ -jh*^—Xi^'>A ^^^^ v^l K u> 7—\\- /'4-Kb ^ /^fi^/^^.^^'J) ^m"^ ^ 7s.fi.Jc - T^TTi Tel: (626) 448-8182 AN* & ASSOOATES Fax:(626)448-8092 Consulting Structural Engineeis E-mail: ann6g8@patbell.net 9420 Telstar Avemie, Suite 118, £1 Monte, CA 91731 A, 0^ B^A^ (ffe ^^z^>?c JOB NO. BY DATE. SH. -OF- 7' to T/v-y 4.^ A/a^^ ^^^^ ALU . Tfc^TT-i Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: ann688@pacbelLnet 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 JOB NO. BY DATE SH. OF- 7 (A 7". 3 —^ - IS Aiocii^ (LaO . T^TTi Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: anfl68g@pacbeIUe 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 DATE- SH -OF- =hl.7 /4 5e = 2.0 «5 - .5^xc^ . 3 Tel: (626) 448-8182 JOB NO. AN* & ASSOCIATES Fax:(626)448-8092 r»-....^-j. c^„.«,.>,i ir,,^-^^ E-maU; anntga^pacbeU-net BY JilJ. ''^ I 9420 Telstar Avemie, Suite 118, El Monte, CA 91731 DATE- SH OF - /'''^ AhJo^^M^^/pofo -p>t-^ ^ € Tel: (626) 448-8182 JOB NO. ANF & ASSOCIATES Fax! (626) 448-8092 Consulting Structural Engineers i:-'»«*'-"»"<»*@P«'«" "«* 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 DATE. SH. OF- 1(4- ^7f h'O^ T^^-K. C©L . ^TT-i Tel: (626) 448-8182 JOB No AN* & ASSOCIATES Fax:(626)448-8092 |v f >..^i f,,^,-^^ E-roaU: aan688@pacbelLnet BY 9420 Telstar Avenue, Suite 118. El Monte, CA 91731 DATE. SH. OF- /%>5 u^/^t/ f^/L^ ^ ^4^3ir&^ ^xdx-t . T> TT^, Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E2iailiann688(S!pacbeU.i.et 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 JOB NO BY DATE. SH.— -OF- F/2 ^TM^J . T^TT. Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail; aDn<88@pacbell.net 9420 Telstar Avewie, Sutte 118, El Monte, CA 91731 JOB NO. DATE- SH. -OF- . T. TT-> Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: ann 68g^.pacfaeII.net € 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 JOB No. BY /:^foi> DATE- SH. -OF- 1/ ^•'M C'^\^) /^.5^ 36^ K ^•y4 ^^^^^ 7 7 t-r 0^ tl ir- "7 1/^ ^ fj^ ^t^&o ^^^^ 5 /^a/£^h. Hec^ * T^rr? Tel: (626) 448-8182 JOB No.f J ® AN* & ASSOCIATES Fax:(626)448-8092 r«n.».irtf ir»pi»^,. E-mail: anflWg^pacbellBet BY. mi 94U Telstar Avenue, Sutte 118, El Monte, CA 91731 0^ DATE- SH. 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T^,_, Tel: (626) 448-8182 JOB No. i ^ ^ ANF & ASSOCIATES Fax:(626)448-8092 ^ r E-mail; ann688@pacbelLnet BY. 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 0^ DATE- SH. OF- . - Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineers E-mail: anfl688@pacbeU.Bet 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 JOB No. DATE- SH.— -OF- ^frerf If^'Z- -fO/u :ph^,f^^ LA-y^ou.-^^ PL 1 T P I? flL- «/-4^*- ^.oS-= 7.tf» rp. BKU- (N)34"Wx36"D CONC. BM. BELOW (BOTTOM OF BM 039" BELOW RNISH FLOOR SLAB jti W^i"M2^lD_ CONC. Jttet_j,;jL_ X|r_ _- 1_ --IJHL- -- V5 7 s4 L4_Wx24 D_CONC,_S)sti...^J. i—Ltt, .• ^ tSXM t*< :if-P '-"^ JI LL- (E]44'Wx24"D CONC. BU.J" t_(£)14"Wx2rD CONC. MJ H H fN)34'\yx27''D CON( BELOW (BOTTOM OF 03G" BELOW FINISI- I FLOOR SLAB ' V I ANF & ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte, CA 91731 Tel 626-448-8182 Title: Dsgnr: Description ; Scope: Job#/^?«»> Date; 10:02AM, 16 JUL 13 ^1 Rav: 580006 User KW-0600953. Ver 5.8,0.1-Dec-2003 (c) 1983-2003 ENERCALC EngineBring Softwars Steel Beam Design Page 1 13903.fob^nay box pcf.ecw.Calculations Description In fill of waffle slab escalator opening - Bm bl General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section : Wl 2X19 Center Span 20.24 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Pinned-Plnned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 50.00 ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads, k Distributed Loads # 1 DL LL ST Start Location End Location 0.200 0.100 7.100 #2 0.450 0.170 7.100 20.240 #3 #4 #5 #6 #7 k/ft k/ft km ft ft Using: W12X19 secfion, Span = 20.24ft, Fy = SO.Oksi End Fixity = Pinned-Plnned, Lu = I.OOfl, LDF = 1.000 Adual Moment 28.808 k-ft fb : Bending Stress 16.230 ksl fb/Fb 0.492:1 Shear fv; Shear Stress fv/Fv 6.067 k 2.123 ksi 0.106 :1 Allowable 58.575 k-fl 33.000 ksl 57.152 k 20.000 ksi Beam OK static Load Case Govems Stress Max. Deflection -0.553 in Lengfh/DL Defl 604.3 : 1 Length/(DL+LL Defl) 439.0 ; 1 I Force & Stress Summary «~ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv (a Center © Center (S) Cants &. Cants Max. M + 28.81 k-ft 20.96 28.81 k-ft Max. M --0.00 -0.00 k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 4.59 k 3.28 4.59 k Shear @ Right 6.07 k 4.43 6.07 k Cenfer Defl. -0.553 in -0.402 -0.553 -0.553 0,000 0.000 in Left Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 In Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.59 3.28 4.59 4.59 k Reaction @ Rt 6.07 4.43 6.07 6.07 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. Fl -1, Fb = 0.66 Fy ANF & ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte, CA 91731 Tel 626^8-8182 Title: Dsgnr: Description; Scope: Date: 10:10AM, 16 JUL 13 f Rev; S80006 User; KW.06009S3, Ver 5,8,0, I-DBC-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 | 13903-^ob-mayboxpCT,ecw;Calc^^alions g Description Infill of escalator opening - Bm b3 I General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X26 Center Span 24,00 ft Left Cant, 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Pinned-Plnned Bm Wt. Added fo Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 50.00 ksl 1.00 29,000.0 ksl Note! Short Term Loads Are WIND Loads, || Point Loads Dead Load Live Load Short Term Location # 1 7,480 2.740 7.833 #2 7.400 2.740 16.167 #3 #4 #5 #6 #7 Summary Using: W16X26 section, Span = 24.00ft, Fy = SO.Oksi End Fixity = Pinned-Pinned, Lu = l OOft, LDF = 1.000 Actual Moment 81.631 k-ft ft): Bending Stress 25.510 ksi fb / Fb 0.773 :1 Shear 10.507 k fv : Shear Sfress 2,679 ksl fv/Fv 0.134:1 Beam OK Static Load Case Govems Stress Allowable 105.600 k-ft 33.000 ksl 78.450 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.997 In 391.9 : 1 288.7 : 1 I Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv (® Center ®. Center 0. Cants @t Cants Max. M -^ 81.63 k-ft 60,17 81.63 k-ft Max, M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 10.51 k 7.77 10.51 k Shear @ Right 10.48 k 7.74 10.48 k Center Defl. -0.997 in -0.735 -0.997 -0.997 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 10.51 7.77 10.51 10.51 k Reaction @ Rt 10.48 7.74 10.48 10.48 k Fa calc'd per Eq. E2-1, K*L/r< Cc 1 Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 1 Section Properties W16X26 Depth 15.690 In Weight 26.09 #/ft Web Thick 0.250 in Ixx 301.000 in4 Width 5.500 in lyy 9.590 in4 Flange Thick 0.345 in Sxx 38.400 in3 Area 7.68 in2 Syy 3.490 in3 Rt 1.360 in R-xx 6.260 in Values for LRFD Design.. R-yy 1.120 in J 0.260 In4 Zx 44,200 in3 Cw 565,00 in6 Zy 5.480 in3 K 0.747 in . T^TT-i Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Stmctural Engineers E-mail: anfl688@pacbell.Be JOB NO. 9420 Telstar Avenne, Suite 118, El Monte, CA 91731 BY. M DATE- SH.--OF- u>[ ^ iUitc*«o&c> u'x^"3 4 4 Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name: 13903 Calculation Summarv - ACI 318 Appendix D For Uncracked Concrete per ACI 318-08 Anchor Page 1 of 3 Date/Time : 7/16/2013 12:45:59 PM Anchor Steel Code Reporf # of Anchors Embedment Depth (in) Category 5/8" SET-XP F1554GR. 36 ICC-ES ESR-2508 4 5 1 Concrete Concrefe Cracked '•c(psi) *c,v Normal weight No 3000.0 1.40 Condition Thickness (In) Suppl. Edge Reinforcement B tension and shear 14 Yes Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 Anchor Layout Dimensions Si °x2 S2 ''x2 ^1 Si ^1 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) 12 12 6 4 2 2 2 2 8 12 Factored Loads NuaO") VuaxC") Vuaydb) M^,(lb*ft) M,y (Ib'ft) 0 0 7940 1320 0 (in) (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists wind/seis loads Apply entire shear @ front row 0 0 No No No No Individual Anchor Tension Loads N ual (lb) N ua2 (lb) '^ua3 (lb) Nua4 (lb) 0.00 0.00 612.38 612.38 e'Nx(in) e'Ny(ln) 0.00 0.00 Individual Anchor Shear Loads ^ual (lb) Vua2 (Ib) Vua3 (lb) ^ua4 (Ib) 1985.00 1985.00 1985.00 1985.00 e'vy(in) 0.00 0.00 Tension Strengths Steel (« = 0.75) Nsa(lb) ^N^flb) Nua(lb) N /(DN "ua sa 13110 9832.50 612.38 0.0623 Concrete Breakout (® = 0.65 ) *NebgOb) IN„3(lb) 5:N„a/*Nebfl 14839.71 9645.81 1224.76 0.1270 Adhesive (<I> - 0.65) Na,(lb) about:blank 7/16/2013 <I>N^(lb) 2:N„^(lb) 10293.68 6690.89 1224,76 0.1830 Page 2 of 3 about:bIank 7/16/2013 Side-Face Blowout does not apply Shear Strengths Steel (o » 0,65 ) VsaCb) Vuad") V /<1>V ua^ sa 7865 5112.25 1985.00 0.3883 Concrete Breakout (case 1) (<l> = 0.70 ) ^V,3x(lb) 11322.16 7925.51 0.00 0.0000 Vcbgy(lb) fVebgydb) 2;V„ay(lb) IV /(DV ^ "uay'^^cbgy " "ua cbg 8575.97 6003.18 3970.00 0.6613 0.6613 Concrete Breakout (case 2) (<t> = 0.70) Vcbflx('b) I'V^gxd'') S V /<1>V ^ uax ^ cbgx 11322,16 7925.51 0.00 0.0000 Vcbgyd") *Vcbgy(lb) 2:v„3^(ib) uay cbgy ^V,3/*V,bg 20061.74 14043.22 7940.00 0.5654 0.5654 Concrete Breakout (case 3) (O) = 0.70) c^, edge *Vd,„(lb) ^V*Vcbgy 28820.04 20174.03 3970.00 0.1968 edge Wl") fVebgxCb) J:V„ax'*V^BX 27308.79 19116.15 0.00 0.0000 edge VcbgyO") *Vcbfly(lb) £Vu3y(lb) £Vuay/*VebBy 28820.04 20174.03 3970.00 0.1968 Cy2 ^''ae *Vebgx(lb) ^Vu„(lb) £ V i<t>y. uax cbgx 17151.95 12006.36 0.00 0.0000 0.1968 Pryout (<I) = 0.70) Vcpg(lb) 2:v„3,(ib) ZV ADV 39464.74 27625.32 0 0.0000 riteraction cl)ecK ~ T.Max(0.18) <= 0.2 and V.Max(0.66) <= 1.0 [Sec D.7.2] Vcpgdb) fV.pgdb) 2:Vuay('b) Z V /<I>V uay cpg 2 V /<t>V ^ "ua'^'cpg 39464.74 27625.32 7940 0.2874 0.2874 Page 3 of 3 Interaction check: PASS Use 5/B" diameter F1554 GR. 36 SET-XP anchoits) with 5 in. embedment about:blank 7/16/2013 Anchor Calcuiations Anchor Selector (Version 4.11.0.0) JobName: 13903 Calculation Sunr«tiarv - ACI 318 Appendix D For Uncracked Concrete per ACI 318-08 Anchor Page 1 of 3 Date/Time : 7/16/2013 1:06:07 PM Anchor Steel Code Report # of Anchors Embedment Depth (in) Category 3/4" SET-XP F1554 GR. 36 ICC-ES ESR-2508 6 6 1 Concrete Concrete Cracked fe(PS') Nomial weight No 3000.0 1.40 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 20 Yes Hole Condifion Inspection Temp. Range Dry Concrete Continuous 1 Anchor Layout Dimensions <=X1 S2 S2 bxi bx2 ^2 Sxi ^1 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) 12 12 12 6 2 2 2 2 8 10 10 Factored Loads (lb) Vuax (lb) Vuay('b) M„,(lb*ft) (Ib-ft) 0 0 -13700 2283 0 (in) (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists wind/seis loads Apply entire shear @ front row 0 0 No No No No Individual Anchor Tension Loads N ual (lb) N ua2 (lb) Nua3 (lb) Nua4 (lb) Nuas (Ib) Nua6 (lb) 0.00 0.00 222.09 222.09 568.39 568.39 e'N,(in) e'Nydn) 0.00 2.19 Indh/ldual Anchor Shear Loads Vjal (Ib) Vua2 (lb) Vua3 (lb) Vua4 (lb) Vuas (Ib) Vua6 (lb) 2283.33 2283.33 2283.33 2283.33 2283.33 2283.33 e'v,(ln) e'vy(in) 0.00 0.00 Tension Strengths Steel (<i> = 0.75 ) Nsa(lb) *N33(lb) Nua(lb) 19370 14527.50 568.39 0.0391 Conaete Breakout (<I> = 0.65) Ncbgdb) *N^8('b) I N„,(lb) ^N„a/*Ncb9 28019.48 18212.66 1580.96 0.0868 Adhesive (* = 0.65) Nag(lb) I r about:blank 7/16/2013 4'N3g(lb) ^ N„3(lb) 19540.11 12701.07 1580.96 0.1245 Page 2 of 3 about:blank 7/16/2013 Side-Face Blowout does not apply Shear Strengths Steel (tt = 0.65) Vsadb) KV^g (lb) Vuadb) V„,/<I>V„ ua sa 11625 7556.25 2283,33 0.3022 Concrete Breakout (case 1) (<1> = 0.70) Vcbgxdb) *Vebgxdb) 2:v„„(ib) I V /<PV u uax cbgx 24733.08 17313.16 0.00 0.0000 Vcbgydb) *V^Bydb) 2:v„3y(ib) ^V.ay/I'Vebgy Z V„, /OV^hn ua cbg 23431.34 16401.94 -4566.67 0.2784 0.2784 Concrete Breakout (case 2) (<t> = 0.70) Vcbflxdb) *Vebgxdb) 2:V„3^("b) Z V /<I>V ^ uax cbgx 25745.07 18021.55 0.00 0.0000 Vcbgy(lb) *Vcbflydb) ^V,3y(lb) Z V /C>V ^ uay cbgy Z V /<I)V K " 'ua cbg 24149.94 16904.96 -13700.00 0.8104 0.8104 Concrete Breakout (case 3) (O = 0.70 ) '^xl Vcbgydb) I'V.^gydb) 5;V„ay(lb) 61832.71 43282.90 -6850.00 0.1583 Cyi edge Vcbgx(lb) *V^gxdb) 2V„ax('b) Z V /iJiV uax cbgx 52069.65 36448.76 0.00 0.0000 c^2 edge Vcbgydb) *Vebgy{lb) £Vuay(lb) 5;Vuay/*V^gy 61832.71 43282.90 -6850.00 0.1583 Cy2 edge *Vcbgxdb) ^V,ax(lb) ^V^ax'l-Vcbgx 29915.28 20940.69 0.00 0.0000 0.1583 Pryout (<J) = 0.70) Vcpg(lb) *V,pgdb) 2;V,axdb) Z V l<t>V "uax'^ cpo 68975.26 46282.68 0 0.0000 Vcpgdb) •"V^db) ^V,ay(lb) Z V /(pv *uay ^ cpg Z V /(PV ^ "ua cpg 68975.26 48282.68 -13700 0,2837 0.2837 Page 3 of 3 ntarpetlon ch^ek——• T,Max(0.12) <= 0.2 and V.Max(0.81) <= 1.0 [Sec 0,7,2] Interac^tion ctieck: PASS Use 3/4"~diameter F1554 GR. 36 SET-XP anchor(s) with 6 In. embedment about:blank 7/16/2013 . «TT-1 Tel: (626) 448-8182 JOB NO. ^^^^^ AN* & ASSOCIATES Fax:(626)448-8092 r^-...i«;,C ir.^-^^ E-mafl: aBn688(a.pacbeU.Bet BY iLSj. 9420 Tebtar Avenne, Sutte 118, El Monte, CA 91731 DATE. SH. OF- A 1 o" ' ^ ^^^^ ^Ml'j^ . Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: aBn688^,pacbelLnei 9420 Telstar Avenne, Sutte 118, £1 Monte, CA 91731 ^^/.Z, -/cr^X i^S^^j ^/^/^ <^P^^- /o>K^ = X JOB NO. BY DATE- SH. -OF- l^J r, . T^TT-i Tei: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mafl: ann688(iepacbell.Bei 9420 Telstar Aveune, Sutte 118, El Monte, CA 91731 JOB NO. . BY DATE- SH.— 1±. ^ o f " ^ - -OF- f . -^-r--, Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consuiting Stmctural Engineers E-mafl; aBn6880.pacbeU.Bet c 9420 Tebtar Avenue, Sutte 118, El Monte, CA 91731 JOB No. BY DATE- SH -OF- AL TILL X >//ix - ^^^^"^ PI i ~ 2_ ?'<)L ?,Ll 7" . T^Tw-, Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-maU: aBn688(a.pacbeU.Bet 9420 Telstar Aveaue, Sntte 118, El Monte, CA 91731 if ;f X >^ 2) CopL- - A^ X / = ;^ipc - ffx(.;/;, ) - ^^^^'^ ?/^/^ - X C^//^ ^^K) ^^^^ JOB NO. . BY DATE. SH.— -OF- % 1^ 7. F^h Ti 11. 1- A m Tel: (626) 448-8182 ANF & ASSOCIATES Fax; (626) 448-8092 Consuiting Stmctural Engineers E-niai»= »Bn688(;gpacbeU.Bet 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 Cv -7^ JOB NO. BY DATE. SH.- 7' JiLU ' ?Q X /,^X^.5 =: ^ -OF- 7^ . T^xw^ Tel; (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 ConsuHing Structura] Engineers E-mafl: aBn688(iepacbeH.Bet 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 'I /o ^ )C I/. - Ml 3f " X -P JOB NO. BY DATE- SH.— -OF- 7, If -7- Apt- = ^,/^ ^/^/^ <2 . T^-rw-, Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: aBn6880pacbeU.Bet 9420 Telstar Avenue, Suite 118, El Monte, CA 91731 /-->!, Wo'A —IP <A;^(^ ^^OX^~ *^ JOB NO. BY DATE. SH.— -OF- . T^yw-, Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mafl; aBn688(iiipacbeU.net 9420 Tebtar Avenue, Sutte 118, El Monte, CA 91731 >tfo ^/f flLL // 1 li> /fx P o->^L ^ A^x ^ ^ <^^(r V JOB NO. BY DATE- SH -OF- c . T^,-^ Tel: (626) 448-8182 AN* & ASSOCIATES Fax:(626)448-8092 Consulting Stractural Engineers E-mafl: aBn6«8(igpacbeU.Bet 9420 Telstar Avenue, Sutte 118, El Monte, CA 91731 ^fu~- /^'f^ (^-^9 I -7 JOB NO. BY DATE. SH.— -OF- "1 Conct'ete Beam Rle=ii:\WSRosa«)13JO-1\13903.ei« k ENiRCAlC.INC.1983-20i,BuiM:ai3.6.2i,V^^ I ILic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: Bl CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 IVlaterial Properties ^'^ 1/2 (r= fc * 7.50 H/ Densiiy X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl d) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup Fy - Stimjps E - Stirrups = Stirrup Bar Size # = 40.0 ksl 29,000.0 ksi # 3 2 Load Combination ASCE 7-05 D(0.51| UO.D 18"wx24"h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft In this span Applied Loacis Sen/ice loads entered. Load Factors will be applied for calculations. Beam self \Neiglit calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.510, L = 0.10k/ft, Tributary Width = I.Ofl \ Maximum Bending Stress Ratio = 6.797:1 Section used for this span Mu: Applied Mn * Phi: Allowable Design OK Load Combination Location of maximum on span Span # where maximum occurs Typical Section 111.794 k-fl 140.190 k-ft -H1.40D IS.OOOfl Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflecfion 0.094 In Ratio = O.OOOin Ratio = 0.359 in Ratio = O.OOOin Ratio = 3323 0<360 869 999 Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combinatton Support 1 Support 2 Overall MAXimum 13.585 13.585 DOnly 12.285 12.285 LOnly 1.300 1.300 D+L 13.585 13.585 Shear Stirrup Requirements Between 0.00 to O.OOfl. Vs>(4bdfc*.5) AC111.5.5.3, Req'd Vs = 12.633, use stiirups spaced at O.OOOin Between 0.06 to 0.81 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 0.87 to 25.13 ft, Vu<PhlVc/2, Req'd Vs = Not Reqd, use stimips spaced at O.OOOin Between 25.19 to 25.94 ft, PhiVc/2 < Vu <= PhlVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at Q.OOOin Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Locatton (fl in Span Bending Stress Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope C5 'CZ^ GpnQjrete Beam File = u:\WSRosa\2013JO-1\13903.ec6 b ENEimQINC,1983-20i.Bwkl:6.13.i^2i,Ver6.m | lLic.# : KW-06000953 Licensee : ANF & ASSOCIATES ^^^H Description: B1 Load Combinatton Locatton (ft in Span Bending Stress Results (k-fl) Segment Length Span# Locatton (ft in Span Mu: Max Phi'Mnx Stress Ratto Span#1 1 +1.40D Span#1 1 +1.20D-K).50Lr+1.60L+1.60H Span#1 1 26.000 26.000 26.000 111.79 111.79 109.34 140.19 140,19 140.19 0.80 0.80 0.78 Overall IMaximum Deflections - Unfactored Loads Load Combinatton Span Max. •-" Defl Location in Span Load Combination Max."+" Defl Locatton In Span DM. 1 0.3588 13.260 0.0000 0,000 ConGrete Beam nie = u:\WSRosa«013JO~1\13903.ee6 h ENQ^CALC, INO. 1983-2013,8ul|d:6.13,S,^^^ 1 IUc.#: KW-06000953 Licensee : ANF & ASSOCIATES Description; B2 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties fr= fc " *7.50 V|/ Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 P, = 0.850 Fy - Stirrups E - Stirrups Stirrup Bar Size # = Number of Resisting Legs Per Stirrup • Load Combination ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 ^^^^^^^^^ D(12.285) L(1.3) D(12.285) L(1.3) D(0.408)L(0.08) 2" 18"wx24" h Span=26-0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#8 af 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Sen/ice 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 = 0.4080, 1 = 0.080 k/ft, Tributary Width = 1.0 ft PointLoad: D = 12.285, L= 1.30k@ 18.50ft Point Load: D = 12.285, L = 1.30 k @. 24.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.968: 1 Typical Section 198.153k-ft 204.778 k-ft +1.40D 18.316ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.108 in Ratio O.OOOin Ratio 0.839 in 0.000 in 2886 O<360 Ratio = 371 Ratio = 999 Vertical Reactions • Unfactored Support notatfon: Far left is #1 Load Combinatton Support 1 16.963 15.448 1.515 16.%3 Support 2 Overall MAXimum DOnly LOnly D-tL Shear Stirrup Requirements 34.205 31.040 3.165 34.205 Between 0.00 fo 0.00 ft, Vs>(4bdfc*.5) AC111.5.5.3, Req'd Vs= 17.061, use stimips spaced at O.OOOin Between 0.06 to 5.43 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 5.49 to 18,49 ft, Vu < PhlVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 18.55 to 23.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11,5.6.3. use stirrups spaced at 9.000 in Between 24.04 to 25.94 ft, PhlVc<Vu, Req'd Vs = 9.861. use stimips spaeed at lO.OOOIn Maximum Forces & Stresses for Load Combinations Concrete Beam Rle = u:\WSRosaVi013JO-1\13903.ea b ENERCAl&ll«:.19B3-2013^;MM:6.13;e,21,Ver6.13.6j!1 | iLic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B2 Load Combinatton Locatfon (ft in Span Bending Stress Results (k-tt) SegmenlLength Span# Locatfon (ft in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 +1.40D Span # 1 1 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 26.000 26.000 26,000 198.15 198.15 192.78 204.78 204.78 204.78 0.97 0.97 0.94 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max. "-• Deli Locatton In Span Load Combinatton Max."+' Defl Locatton In Span DM. 1 0.8388 13.780 0.0000 0.000 Concjrete Beam Rle = u;WSRo8a\2013)O-1\13903.ec6 | ENERCALC, INC: 198J-2013,:Bgil<l:6:13.6.2l,V8r6.13.6.21 1 lLic.# : KW-06000953 Licensee : ANF & ASSOCIATES Description: B3 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinaiion Set: ASCE 7-05 [Material Properties 1/2 7.50 fc fr= fc Density X Ltwt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi (t) Phi Values Flexure: 0.90 Shear: 0.750 p, = 0.850 Fy - Stirrups E - Stinrups Stirrup Bar Size # • Number of Resisting Legs Per Stirrup ^ Load Combination ASCE 7-05 D(2.86) 1(6.5) D(7.89) L(17.95) 40.0 ksi 29,000.0 ksi # 3 2 • • 30 in D(0408) 2" jCross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Height = 27.0 in Span#1 Reinforcing.... 5-#8 at 3.250 In from Bottom, from 0.0 to 26.0 ft in this span Applied Loads 30" X 27" h Span=26.0 ft "2 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 = 0.4080 k/ft, Tributary Width = 1.0 ft PointLoad: D = 2.860, L = 6.50k@.4.330ft PointLoad: D = 7.890, L = 17.950k@8.830ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Appiied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.946: 1 Typjcal Section 373.452 k-ft 394.622 k-ft 1.20D-K3.50Lr+1,60L+1,60H 8,840ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.374 in Ratio = O.OOOin Ratio = 0.522 in Ratio = O.OOOin Ratio = 834 0060 597 999<180 Vertical Reactions - Unfactored Support notation: Far left Is #1 Load Combination Support 1 Support 2 Overall MAXimum 30773 26.242 DOnly 23.501 19.063 LOnly 17.271 7.179 D+L 40.773 26.242 Shear Stirrup Requirements Between 0.00 to 8.78 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11,5.6.3, use stirrups spaced at 5.000 in Between 8.84 to 23.17 ft, Vu < PhlVc/2, Req'd Vs = Not Reqd, use stinups spaced at 0.000 in Between 23.23 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Mini 1.5.6.3, use stimips spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Concrete Beam File = u;lWSRosaU013JO-1\13903.ec6 EHeRCALC. INC, 1983-2013, Saild:6.13.6,21, Ver6.13.621 IUc.#; KW-06000953 Licensee : ANF & ASSOCIATES Description: B3 Load Combinatton Location (ft in Span Bending Stress Results (k-ft) Segment Length Span* Location (ft in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Span#1 1 +1.40D Span#1 1 +1.20D-K).50Lr+1.60L+1.60H Span#1 1 26.000 26.000 26,000 373,45 207.89 373.45 394.62 394.62 394.62 0.95 0.53 0.95 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max. •-• Defl Locatton in Span Load Combinatton Max."+" Defl Location In Span D-L 1 0.5222 11.700 0.0000 O.OOO Concrete Beam Rl8 = u.WSRosa«)13jC>-1\1390aec6 b ENB^LC,lNe.1983-2013.Build:8.13.fe21,V6r6.13.ei1 | ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B4 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc • 7.50 Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: Shear: 0.90 0.750 0.850 Fy - Stirrups 40.0 ksi E-Stimjps = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 D{0.A08) D(12.67) L(28.8) 30" w x 27" h Span=26.0 ft "2 Cross Section & Reinforcing Details Rectangular Section, Widlh = 30.0 in, Height = 27.0 in Span #1 Reinforcing.... 4-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors wlli be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft, Tributarv Width = 1.0 ft PointLoad: D= 12.670, L = 28.80k@23.50ft DES/GN SUMMAR/ Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn ' Phi: Allowable Load Combination ^ Location of maximum on span Span # where maximum occurs Vertical Reactions • Unfactored 0.664:1 Typical Section 212.504 k-ft 320.103 k-ft 1.20D+0.50Lr+1.60L+1.60H 16.987ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflecfion Max Downward Total Deflection Max Upward Total Deflection Design OK 0.118 in Ratio = 2649 O.OOOin Rafio = O<360 0.214 in Ratio = 1459 O.OOOin Ratio = 999<180 Support notation: Far left is #1 Load Combinatton Supporti Support 2 Overall MAXimum 19.895 53.390 DOnly 17.125 27.359 LOnly 2.769 26.031 D+L 19.895 53.390 Shear Stirrup Requirements Between 0.00 to 23.46 ft, Vu<PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at O.OOOin Between 23.52 to 25.94 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 7.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Locatfon (ft in Span Bending Stress Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 26.000 212.50 320.10 0.66 Concrete Beam File = u:\WSRosaa)13JO-H13903.ec6 ENIRCALC, IHC, 198J-2013, B«iW:6.13.6,Z1, Ve^^ -(B \ Llc. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B4 Load Combinatton Location (ft) in Span Bending Stress Results (k-ft) Segment Length Span # Location (ft) in Span Mu: Max Phi'Mnx Stress Ratio +1,40D Span # 1 1 26.000 167.78 320.10 0.52 +120D-tO.50Lr+1.6OL+1.60H Span # 1 1 26.000 212.50 320.10 0.66 +1.20D+1.60L4O.50S+1.60H Span#1 1 26.000 212.50 320.10 0.66 +1,20D+1,60Lr-K).50L Span#1 1 26.000 163.84 320.10 0.51 +1.20D+1,60LrtO.80W Span #1 1 26.000 143.81 320.10 0.45 +1.2OD->O.50L+1.50S Span #1 1 26.000 163.84 320.10 0.51 +1.20D+1.60S-O.80W Span # 1 1 26.000 143.81 320.10 045 +1.20D-tO.50Lr-tO.50L+1.60W Span # 1 1 26.000 163.84 320.10 0.51 +1.20D-»O.50L-tO.50S+1.60W Span#1 1 26.000 163.84 320.10 0.51 +1,20D-<O.50L-O.20S+E Span#1 1 26,000 163.84 320.10 0.51 •K),90D+1.60W+1.60H Span # 1 1 26,000 107.86 320.10 0.34 •K).90D-€+1.60H Span#1 1 26,000 107.86 320.10 0.34 Overall Maximum Deflections • Unfactored Loads Load Combinatfon Span Max. '-• Deli Location in Span Load Combinatton Max."+" Defl Location In Span D-K. 1 0.2138 14.300 0.0000 0.000 Concrete Beam Hle = ii:\WSRosa\2013JO-H13903.ec6 b Et)ieRCALC,INC.1983-2013,Build:6.13:6.2i,Vflr6,13.6;21 | 1 Lie. # : KW-06000953 Licensee : ANF 8. ASSOCIATES Description: B5 COOE REFERENCES Calculations per ACI 318-08. IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties ''^ 1/2 fr= fc * 7.50 V|/ Density X Ltwt Factor Elastic Modulus = fy-Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksl (i) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 Fy - Stirrups E - Stimjps Stirrup Bar Size # = Number of Resisting Legs Per Stirrup = Load Combination ASCE 7-05 40.0 ksl 29,000.0 ksi # 3 2 !! D(8.624) 1(19.6) D(0^08) 8 '2 30" w X 27" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 30,0 in, Height = 27.0 in Span #1 Reinforcing.... 5-#8 at 3.0 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Sen/ice 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 = 0.4080 k/ft, Tributary Width = 1.0 ft Point Load : D = 8.624, L = 19.60 k @ 14,50 ft DES/GN SUMMARY Design OK Maximum Bending Stress Ratio = 0.977:1 Section used for this span Typical Section Mu: Applied 389.865 k-ft Mn • Phi: Allowable 399.066 k-ft Load Combination +1.20D+O.50Lr+1.60L+1.60H Location of maximum on span 14.502ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total [Reflection 0.371 in Ratio = O.OOOin Ratio = 0.528 In Ratio = 0.000 in Ratio = 840 0<360 591 999 < 180 Vertical Reactions - Unfactored Support notation: Far left Is #1 Load Combination Supporti Support 2 Overall MAXimum 28,391 31.647 DOnly 19.722 20.717 L Only 8.669 10.931 D+L 28.391 31.647 Shear Stirrup Requirements Between OOO to 5.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 5.000 in Between 5.66 to 16.70 ft, Vu < PhlVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Between 16.76 to 25.94 ft, PhiVc/2 < Vu <= PhlVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Load Combinatton SegmenlLength Span# Location(ft in Span BendingSb'essResults (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Concrete Beam File = u;\WSRosai2013J(>-1\13903.ecB ENERCALC, INC 1983-2013, &iiM:6.13.6:21, Ver6.13.621 • Lie. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B5 Load Combination Location(ft in Span Bending Stress Results (k-ft) SegmenlLength Span# Location(ft in Span Mu: Max Phi'Mnx Stress Ratio Span#1 1 +1.40D Span #1 1 +1.20D+0.50Lr+1.60L+1.60H Span #1 1 26.000 26.000 26.000 389.87 220.24 389.87 399.07 399,07 399,07 0,98 0,55 0,98 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. •-• Defl Location in Span Load Combination Max. '+• Defl Location In Span D+L 1 0.5276 13,260 0.0000 0,000 j Concrete Beam File - u:\WSRosa\201:3JO-1V13903.«c6 b ENERCALC, INC. 1983-2013,iMW:6.13.6.2t>Ver.6.13.6..21 1 I Lie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B6 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc ' 7.50 y\i Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 p. = 0.850 Fy - Stirrups E - Stimips Stirrup Bar Slze# • Number of Resisting Legs Per Stirrup •• Load Combination ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 D(23.5) L{17.3) D(0.408) "2 34" w X 27" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 34.0 in, Height = 27.0 in Span #1 Reinforcing.... 6-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam seif weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft, Tributarv Width = 1.0 ft Point Load: D = 23.50, L = 17.30 k @ 8.0 ft DESIGN SUMIMRY I Maximum Bending Stress Ratio = 0.900: 1 Section used for this span Typical Section Mu: Applied 424.320 k-ft Mn ' Phi: Allowable 471.603 k-ft Load Combination +1.20D+O,50Lr+1.60L+1.60H Location of maximum on span 8.031 ft Span # where maximum occurs Span # 1 Design OK Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.242 in Ratio = O.OOOin Ratio = 0.535 in Ratio = O.OOOin Ratio = 1290 0<360 583 999<180 Vertical Reactions • Unfactored Support notation : Far left Is #1 Load Combination Support 1 Support 2 Overall MAXimum 45357 29.875 DOnly 33.590 24,552 LOnly 11,977 5.323 D+L 45.567 29.875 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stimips spaced at 0.000 In Between 0.06 to 7.97 fl, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 5,000 in Between 8,03 to 24.73 ft, Vu<PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at O.OOO in Between 24.79 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11,5,6.3, use stimips spaced at 5.000 In Maximum Forces & Stresses for Load Combinations Concirete Beam Rle = u.\WSRos*2013JO-1\13903.ec6 ENERCALC, INC. 1963-20t3. ettiM:6.13.R21, Ver6.t3.6,21 ILic. #; KW-06000953 Licensee : ANF & ASSOCIATES Description: B6 Load Combination Location(ft in Span Bending SU'ess Results (k-ft) Segment Length Span # Location(ft in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Span#1 1 +1.40D Span#1 1 +1.20D+O.50Lr+1.60L+1.60H Spanfl 1 26.000 26.000 26.000 424.32 316.49 424.32 471,60 471.60 471.60 0.90 0.67 0.90 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. •-• Defl Location in Span Load Combination Max.'+' Defl Locatton In Span D+L 1 0,5347 11.700 0.0000 0.000 Concrete Beam Fi!e = u.\WSRosa>2013JO-1\13903.ec6 b ENERCALC ING, 1983.2013,i8uild;aia6,21,V8(:6.13.6.21 1 I Lie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description; B7 COOE REFERENCES Calculations per ACl 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc * 7.50 Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi (t) Phi Values Flexure; 0.90 Shear: 0.750 P1 = 0.850 Fy-Stirrups 40.0 ksi E-Stimips = 29,000.0 ksi Stirrup Bar Size #= # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 D(48.86) L(38.75) D(0.408) Cross Section & Reinforcing Details Rectangular Section, Width = 34.0 in. Height = 30.0 in Span#1 Reinforcing.... 8-#9 at 3.250 in from Bottom, from 0.0 lo 26.0 ft in Ihis span Applied Loads 34" w X 30" h Span=26.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UnifomiLoad: D = 0.4080 k/ft, Tributarv Width = 1.0 ft PointLoad: D = 46.860, L = 38.750k@,8.0ft DES/GN SUMMAR/ ^ """' 0.916: 1 Typical Section 791.22 k-ft 863.35 k-ft • Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs +1.20D+O.50Lr+1.60L+1.60H 8.031ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflecfion Max Upward Total Deflection Design OK 0.237 In Ratio = O.OOOin Ratio = 0.567 in Ratio = O.OOOin Ratio = 1316 O<360 549 999 <180 Vertical Reactions - Unfactored Support notafion : Far left is #1 Load Combination Supporti Support 2 Overall MAXimum 79.309 45.613 D Only 52.482 33.690 LOnly 26.827 11.923 D+L 79.309 45.613 Shear Stirrup Requirements Between 0.00 to 7.97 ft, PhlVc < Vu, Req'd Vs = Min 11.5.6.3, use stimips spaced at 6.000 in Between 8.03 to 12.60 ft, Vu<PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at O.OOOin Between 1265 to 25.94 fl, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stinups spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Load Combination SegmenlLength Span# Location(fl In Span Bending Stiess Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Concrete Beam Rte = u:VWSRosa\2013JO-1\13903.ecB ENEFiCALC. INC 1983-2013.8l)il!l:6.13.e.21,Vefa.136.21 |Lic.# : KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B7 Load Combination Location (ft in Span Bending Stress Results (k-ft) Segment Lengtii Span# Location (ft in Span Mu: Max Phi'Mnx Stress Ratio Span#1 1 +1.40D Span#1 1 +1.20D+O.50Lr+1,60L+1.60H Span#1 1 26.000 26.000 26.000 791.22 523,17 791,22 863.35 863.35 863.35 0,92 0,61 0.92 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+' Defl Location in Span D+L 1 0.5673 11.700 0.0000 0,000 Concrete Beam Fite = u:WSRosa«)13JO-H13903,ec6 b EhiERCALC. INC. 1883-2013.8!uiW:6.13:6.21,Ver6.13.6.2l 1 |Lic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: BB CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinafion Set: ASCE 7-05 Material Properties 1/2 fr= fc ' 7.50 V Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi <j) Phi Values Flexure: 0.90 Shear: 0.750 p 1 = 0.850 Fy-Stimjps 40.0 ksi E-Stirrups = 29,000.0 ksi Sfin-up Bar Size #= # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 •' * . to* •' D(27.3«)(ll^82)3J(8.67) 0(0408) '2 34" w X 27" h Span=26.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 34,0 in, Height = 27,0 in Span#1 Reinforcing.... 8-#9 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft. Tributary Width = 1.0 ft PointLoad: D = 27.360, L = 26.030k@8.0ft PointLoad: D = 19.720, L = 8.670k@9.50ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.966:1 Section used for this span Typical Section Mu: Applied 729.58 k-ft Mn * Phi: Allowable 755.35 k-ft Load Combination +1.20D+O.50Lr+1.60L+1.60H Location of maximum on span 9.476ft Span # where maximum occurs Span # 1 Desiqn OK Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.269 in Ratio = O.OOOin Ratios 0.732 in Ratio = O.OOOin Ratio = 1159 O<360 426 999<180 Vertical Reactions • Unfactored Support notation: Far left is #1 Load Combinatton Supporti Support 2 Overall MAXimum 72.300 44.122 D Only 48.777 32.945 LOnly 23.523 11.177 D+L 72.300 44.122 Shear Stirrup Requirements Between 0.00 to 7.97 ft, PhlVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 6.000 In Between 8.03 to 10.17 ft, Vu < PhiVtf2, Req'd Vs = Not Reqd, use stirrups spaced af 0.000 in Between 10.23 to 25.94 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 5.000in Maximum Forces & Stresses for Load Combinations Concrete Beam nte==u:\WSRosa\2013JO-1\13903.8c6 b ENERCALC INC, 1983-20ltBuiM:6.136.2i,yer6.13.6.^ 1 ILic. #: KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B8 Load Combination Location(ft In Span ^ Bending Stt'ess Resufts (k-ft) Segment Lengtii Span # Location(ft In Span Mu: Max Phi'Mnx Sb'ess Ratio MAXimum BENDING Envelope Span#l 1 +1.40D Span#l 1 +1.20D+O.50Lr+l.60L+l.60H Span#1 1 26.000 26.000 26,000 729.58 506.81 729.58 755.35 755.35 755.35 0.97 0.67 0.97 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-' Defl Location in Span Load Combination Max,'+' Defl Location in Span D+L 1 0.7316 12.220 0.0000 0.000 Concrete Beam Rl8 = u:«/VSRosa\2013/O-f\13903.ec6 b ENERCALC, INC. 1983-2013, Build:6.ia6.21,Ver6.13.6.21 1 ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B9 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc *7.50 ^l Density X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksi (t) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy - Stinups E - Stirrups Stirrup Bar Size # •• Number of Resisting Legs Per Stirup = Load Combination ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 34 in D(3.465) L(7.875) D(20.72) L(10.93) 0(3.872) L(8.8) 0(15.45) L(1.52) D(0.408) 34" w X 27" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 34.0 in. Height = 27.0 in Span#1 Reinfordng.... 6-#9 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft. Tributary Width = 1.0 ft PointLoad: D = 3.465, L = 7.875k@4.0ft PointLoad: D = 20.720, L= 10.930k@9.50ft Point Load: D = 3.872, L = 8.80 k &. 15.250 ft Point Load: D = 15.450, L = 1.520 k @ 26.0 ft DESIGNSUMMARY ; Maximum Bending Stress Ratio = 0.849:1 Section used for this span Typical Section Mu; Applied 496.580 k-ft Mn * Phi: Allowable 585.19 k-ft : Load Combination +1.20D+O.50Lr+1.60L+1.60H Location of maximum on span 9.533ft Span # where maximum occurs Span # 1 Design OK Vertical Reactions - Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left Is #1 0.289 in Ration O.OOOin Ratio = 0.627 In Ratio = O.OOOin Ratio = 1080 O<360 497 999<180 Load Combination Supporti Support 2 Overall MAXimum 52541 38.063 D Only 35.003 27.696 L Only 17.238 10.367 D+L 52.241 38.063 Shear Stirrup Requirements Between 0.00 to 948 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 5.000 in Betiween 9.53 to 15.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Between 15.25 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Concrete Beam Rte^u:VW$Rossll2013JO-1M3903.ec6 b ENERCALC, INC. 1983-2013,58uild:6.13.6.21, Vei:6.13.6.2t I ILie. #: KW-06000953 Licensee : ANF & ASSOCIATES Oescription: B9 Load Combination Location(ft In Span Bending Stt'ess Results (k-ft) Segment Lengtti Span# Location(ft In Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Span#1 1 +1,40D Span#1 1 +1,20D+O,50Lr+1,60L+1,60H Span#1 1 26.000 26.000 26.000 496.58 354.60 496.58 585.19 585.19 585,19 0.85 0.61 0.85 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "•" Defl Location In Span Load Combination Max. •+' Defl Location In Span D+L 1 0.6269 12,220 0.0000 0.000 Concrete Beam Fite=u:\WSRo8aH2013JO~ni3903.ec6 b ENERCALC, INC, 1983-2013.8iilld:ai3.6.2).Ver6.13,6J21 1 ILic. # : KW-06000953 Licensee ; ANF & ASSOCIATES Description: Bio CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc " '7.50 V|J Density X Ltwt Factor Elastic Modulus = fy-Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psl 145.0 pcf 1.0 3,122.0 ksi 60.0 ksl 29,000.0 ksi d) Phi Values Flexure: 0,90 Shear: 0.750 P1 = 0.850 Fy - Stirrups E - Stirrups Stirrup Bar Size # ^ Number of Resisling Legs Per Stirrup = Load Combination ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 D(9.4) L(0.06) D(0.408) "2 34" w X 27" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Widlh = 34.0 in. Height = 27.0 in Span #1 Reinforcing.... 4-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Sen/ice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unifonn Load: D = 0,4080 k/ft, Tributarv Width = 1.0 ft Point Load: D = 9.40, L = 0.060 k @ 15.50 ft DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.727: 1 Typical Section 234.157 k-ft 322.176 k-ft +1.40D 15.4&4ft Span # 1 Vertical Reactions - Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation: Far left Is #1 O.OOOin Ratio = O.OOOin Ratio = 0.140 in Ratio = O.OOOin Ratio = O<360 0<360 2223 999<180 Load Combination Support 1 Support 2 Overall MAXimum 21.141 22.960 DOnly 21.117 22.925 L Only 0.024 0.036 D+L 21.141 22.960 Shear Stirrup Requirements Entire Beam Span Lengtti: Vu < PhlVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 In Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Location (ft Span # in Span Bending Sfress Resufts (k-ft) Mu: Max Phi^lnx Stress Ratio MAXimum BENDING Envelope Span#1 +1.40D 26.000 234.16 322.18 0.73 Concrete Beam File = «AWSRosa\2013JO-1\13903.ee6 jj EhEBCALClNC. 1963-2013„Buitt&13.6,21, Ver6.13.6,21 j ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: Bio Load Combination , .. ..... Location (ft) Segment Lengtti Span-# in Span Bending Sb'ess Results (k-ft) Load Combination , .. ..... Location (ft) Segment Lengtti Span-# in Span Mu: Max phi'Mnx Stress Ratio 1 26.000 234.16 Span#1 +1.20D+O.50Lr+1.60L+1.60H Span#1 1 26,000 201,31 Overall Maximum Deflections • Unfactored Loads 322,18 322,18 0.73 0.62 Load Combination Span Max. "-"Defl Location in Span Load Combination Max. •+" Defl Location In Span 1 0.1403 13,260 0,0000 0,000 Concrete Beam Rle = u:\WSRosa«)l3JO-H13903.ec6 b ENERCALC, INC, 1983-2013; Builtl:6.13.&21,Ver6,13.631 | ILie. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B11 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc ' 7.50 V|/ Density X Ltwt Factor Elastic Modulus = fy-Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi (b Phi Values Flexure: 0.90 Shear: 0.750 Pi Fy - Stirrups E - Stirrups = Stirrup Bar Size # = Number of Resisting Legs Per Stirrup = Load Combination ASCE 7-05 0.850 40.0 ksi 29,000.0 ksi # 3 2 D(13.4) L(6.8) D(0.408) 34" w X 27" h Span=26.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 34.0 in. Height = 27.0 in Span #1 Reinforcing.... 4-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft, Tributarv Width = 1.0 ft Point Load; D = 13,40, L = 6.80 k @ 15.50 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.927:1 Typical Section 298.758 k-ft 322.176 k-ft 1.20D+0.50Lr+1.60L+1.60H 15.484ft Span#1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.139 in Ratio = O.OOOin Ratio = 0.343 in Ratio = O.OOOin Ratio = 2246 0<360 910 999<180 Vertical Reactions - Unfactored Support notatfon: Far left is #1 Load Combination Support 1 Suppori 2 Overall MAXimum 15A79 29.363 D Only 22.732 25.309 L Only 2.746 4.054 D+L 25.479 29.363 Shear Stirrup Requirements Between 0.00 to 24.50 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Between 24.56 to 25.94 ft, PhiVc/2 < Vu <= PhlVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 5.000 In Maximum Forces & Stresses for Load Combinations Load Combination SegmenlLength Span# Locatton(ft in Span Bending Stiess Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Span#1 26.000 298.76 322.18 0.93 Concrete Be£im File = u:\WSRosa«!t3JO-1\13901ec6 1 ENEi^CALC. INC. 1963-2013.8uilil:6.13.6,21. Ver6.13.6.21 | IUc.# : KW-06000953 Licensee : ANF 8. ASSOCIATES Description: Bii Load Combinati'on Location(ft) in Span Bending Stress Results (k-ft) SegmenlLength Span# Location(ft) in Span Mu: Max Phi'Mnx Stress Ratio +1.40D Span#1 +1.20D+O.50Lr+1.60L+1.6OH Span#l 1 26.000 269.18 1 26.000 298.76 Overall Maximum Deflections • Unfactored Loads 322.18 322.18 084 0.93 Load Combination Span Max.'-' Defl Location in Span Load Combination Max.'+' Defl Locatton in Span 0.3428 13.780 0,0000 0.000 Concrete Beam Rle=u:\WSRosaa)13JO-ni3903.ec6 b ENERCALC, INC. 1983-2013, m:6.13.6,21,Ver6.13.«.21 1 1 Lie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B12 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc * 7.50 V|/ Density X Ltwt Faclor Elastic Modulus = fy-Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy - Stirrups E - Stirrups Stirrup Bar Size # = Number of Resisting Legs Per Stirrup •• Load Combinaiion ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 D(1.02) L(0.2) D(2.783) L(0.325) D(0.204^L(0.04) 18"wx24" h Span=26.0 ft jCross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Heighl = 24.0 in Span #1 Reinforcing.... 3-#8 al 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.2040, L = 0.040 k/ft, Tributarv Width = 1.0 ft Point Load: D = 2.783, L = 0.3250 k @ 13.0 ft Unifomi Load: D = 1.020, L = 0.20 k/ft, Extenl = 0.0 -»13.0 ft, Tributarv Width = 1.0 ft ^ESIGNSMMARY Maximum Bending Stress Ratio = 0.795:1 Section used for this span Typical Section Mu: Applied 162.813 k-ft Mn * Phi: Allowable 204.778 k-ft Load Combination +1.40D Localion of maximum on span 11.844ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.116 in Ratio = 2691 O.OOOin Ratio = 0<360 0.646 in Ratio = 482 O.OOOin Ratio = 999<180 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Supporti Suppori 2 Overall MAXimum 22.276 14.346 DOnly 19643 13.014 LOnly 2.632 1.333 D+L 22.276 14.346 Shear Stirrup Requirements Betiween 0.00 to 5.32 ft, PhiVtf2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 9.000 In Between 5.37 to 23.57 ft, Vu<PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at O.OOOin Behween 23.63 to 24.15 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 24.21 to 24.38 ft, Vu < PhiVo?, Req'd Vs = Not Reqd, use stinrups spaced at 0.000 in Betiween 2444 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stinups spaced at 9.000 In Maximum Forces & Stresses for Load Combinations Concrete Bi^m Rl8 = u:WSRosat20t3J(>-«13903.ac6 | . ENERCALC. INC. 19B3-2013,BuiM:6.i3.6,Zi,Ven6.136.21 j ILie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B12 i Load Combination Location (ft in Span Bending Sttess Resufts (k-ft) Segment Lengtti Span # Location (ft in Span Mu: Ma> Phi'Mnx Sttess Ratio M/0<lmum BENDING Envetope Span#1 1 +1.40D 26,000 162.81 204.78 0,80 Span#1 1 +1,20D+0.50Lr+1.60L+1.60H 26,000 162.81 204.78 O80 Span#1 1 26.000 162,53 204.78 0.79 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max, •-• Defl Location in Span Load Combinatton Max. *+' Defl Locatton in Span D+L 1 0.6462 12,220 0.0000 0,000 Concrete Bieam File = u:\WSRo$^13J(>1\139039c6 b ENERCALC. INC 1983-2013,:Buad:6.13,6;2l,Vef:6.13.8,21 | |Lie.# ; KW-06000953 Licensee : ANF & ASSOCIATES 1 Description: B13 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc '7.50 V Density X Ltwt Facta Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksl 29,000.0 ksi (b Phi Values Flexure: 0.90 Shear: 0.750 3, = 0.850 Fy - Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 D(13.01)L(1.34) D(0.408) L(0.08) 18"wx24"h Span=26.0 ft jCross Section & Reinforcing Details Rectangular Section, Width = 18.0 In, Height = 24.0 in Span#1 Reinforcing.... 3-#8 at 3.0 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight caiculated and added to loads Load for Span Number 1 Uniform Load: D = 0,4080, L = 0.080 k/fl. Tributary Width = 1.0 ft PointLoad: D = 13.010, L= 1.340 k@,6.0ft DES/GN SUMMARY Desiqn OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.780; 1 Typical Section 161.854 k-ft 207.445 k-ft +1.40D 9.418ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total EJeflection Max Upward Total Deflection 0.094 in Ratio = O.OOOin Ratio = 0.643 in Ratio = O.OOOin Ratio = 3331 0<360 485 999 < 180 Vertical Reactions • Unfactored Support notation: Far left Is #1 Load Combination Support 1 Support 2 Overall MAXimum 23.037 15.311 D Only 20.967 13.961 LOnly 2.071 1.349 D+L 23.037 15.311 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vu > PhlVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stimips spaced at 0.000 in Between 0.06 to 5.95 ft, PhiVcf2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 9.000 In Betiween 6.01 to 22.88 ft, Vu < PhiVc'^ Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Betiween 22.94 to 25.94 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stinrups spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Concrete Beam File = u:\WSRosa\2013JO-l\13903ec6 ENERCALC. ING. 1983-2pl3.ftiad:&13.621,V8n6.13.6^1 1 Lie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B13 Load Combination Locatton (ft in Span Bending Sb'ess Results (k-ft) Segment Lengtti Span* Locatton (ft in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Span # 1 1 +1.40D Span#1 1 +1.20D+O.50Lr+1.6OL+1.60H Span#1 1 26.000 26.000 26.000 161.85 161,85 156,93 207.44 20744 207.44 0.78 0.78 0.76 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max. •-• Defl Location in Span Load Combination Max,'+' Defl Location in Span D+L 1 0.6430 12.220 0.0000 0.000 \ Concrete Nam File = u:\WSRosaa)134O-H13903.ec6 b ENERCALC, INC. 1983-2013,6u^^ 1 ILie. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B14 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc * 7.50 V|/ Density X Ltwt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 p 1 = 0.850 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirup = Fy - Sliraips E - Stirrups Stirrup Bar Size # = 40.0 ksi 29,000.0 ksi # 3 2 Load Combination ASCE 7-05 * • AJ-*. • • • • 34 in 0(44.1) L(51.7) D(0.408) 34" w X 36" h Span=26.0 ft ^ross Section & Reinforcing Detaits Rectangular Section, Width = 34.0 in, Heighl = 36.0 in Span #1 Reinforcing.... 8-#9 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft, Tributary Width = 1.0 ft PointLoad: D = 44.10, L = 51.70k@, 16.0ft DES/GN SyMMARV Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination + Location of maximum on span Span # where maximum occurs 0.919:1 Typical Section 991.80 k-ft 1,079.35 k-ft 1.20D+O.50Lr+1.60L+1.60H 16.004ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.249 in Ratio = O.OOOin Ratio = 0.419 in Ratio = O.OOOin Ratio = 1254 O<360 744 999<180 Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 58.173 38.288 19.885 58.173 80.280 48.465 31.815 80.280 Shear Stirrup Requirements Between 0.00 to 16.76 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at S.OOOin Between 16.81 to 25.94 ft, PhiVc < Vu, Req'd Vs = MIn 11.5.6.3, use stinrups spaced at 6.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span* Locatton(ft in Span Bend Ing Sti-ess Results (k-ft) Mu: Max Phi'Mnx Stiess Ratio MAXimum BENDING Envelope Span#1 26.000 991.80 1,079.35 0.92 Concrete Beam Rle = uAWSR08a«)13JO-1\13903.ec6 \ ENERCALC, INi,:1983-2013;;BilMfeia6.21, V6f:6.13.6.2l I ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B14 Load Combination Location(ft) in Span Bending Stress Resufts (k-ft) SegmenlLength Span* Location(ft) in Span Mu: Max Phi'Mnx Stress Ratio +1,400 Span# 1 1 26,000 563,48 1,079.35 0.52 +1.20D+0.50Lr+1.60L+1,60H Span#1 1 26.000 991.80 1,079.35 0.92 Overall Maximum Deflections - Unfactored Loads Load Combination ~D^L Span Max."-" Defl Location In Span Load Combination Max. •+" Defl Location In Span 1 0.4192 13.780 0.0000 0.000 1 Concrete Bi^m File = u,'\WSRosa«)t3JO-1V13903.ec6 b : ENP^CALC.INC1963-am8uild:6.13.6,21,Ver6.13.6.21 | ILic. #: KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B15 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc * 7.50 V Densiiy X Ltwt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl <i) Phi Values Flexure: 0.90 Shear: 0.750 B, = 0.850 60.0 ksi 29,000.0 ksi Number of Resisling Legs Per Stirrup • Fy - Stirrups E - Stirrups Stirrup Bar Size # • 40.0 ksi 29,000.0 ksi # 3 2 Si Load Combination ASCE 7-05 • ••••-•« D(38.5) L(54.5) D(0>t08) 34" w x 36" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 34.0 in. Height = 36.0 in Span#l Reinforcing.... 7-#9 at 3.250 in from Boltom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft, Tributarv Widlh = 1.0 ft PointLoad; D = 38.50, L = 54.50k@8.0ft DES/GN SUMMARV Design OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi: Allowable 0.921: 1 Typical Section 879.60 k-ft 955.33 k-ft Load Combination Location of maximum on span Span # where maximum occurs +1.20D+O.50Lr+1.60L+1.60H 8.031ft Span # 1 fulaximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.264 in Ratio = O.OOOin Ratio = 0.385 in Ratio = O.OOOin Ratio = 1180 O<360 810 999<180 Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 85711 49.942 D Only 47.980 33.173 LOnly 37.731 16,769 D+L 85.711 49.942 Shear Stirrup Requirements Betiween 0.00 to 7.97 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stimips spaced at 6.000 in Betiween 8.03 to 14.85 ft, Vu < PhlVc/2, Req'd Vs = Not Reqd, use stimips spaced at O.OOO In Between 14.91 to 25.94 ft, PhiVo2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stin-ups spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span # Locatton (ft in Span Bending Sttess Results (k-ft) Mu: Max PhiTkinx Sttess Ratio MAXimum BENDING Envelope I Concrete Beam Rte=u:\WSRosai\2013.IO~«13903.ec6 EICRCALC, INC, 1983-2013. Bui|d:6.l3.62i,V8r6.13,6.21 • Lic.# : KW-06000953 Licensee : ANF & ASSOCIATES Description: B15 Load Combinatton Locatton (ft in Span Bending Stress Results (k-ft) Segment Lengtti Span # Locatton (ft in Span Mu: Max Phi'Mnx Stiess Ratto Span #1 1 +1.40D Span*1 1 +1.20D+O.50Lr+1.60L+1.60H Spar\#1 1 26.000 26.000 26.000 879.60 463.73 879.60 955.33 955.33 955.33 0.92 0.49 0.92 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."." Defl Location in Span Load Combination Max."+' Def! Location in Span D+L 1 0.3851 11.700 0.0000 0.000 li Concrete Beam Rte = u:WSRosa\2013JO-1\13903.8c6 b . ENERCALC, INC, 1983-2013v Biiild:6.13.6ai, Ven6.13.421 | ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B16 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc • 7.50 V Density X Ltwt Faclor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy - Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Slirnjp Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-05 D(0.898| L(0.44) 18"wx24" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 24.0 in Span #1 Reinforcing.... 3-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. : 1.0 ft Beam self weight calculated and added to ioads Load for Span Number 1 Uniform Load: D = 0.8980, L = 0.440 k/ft, Tributarv Width = pESmSUMmRY \ Maximum Bending Stress Ratio = 0.951:1 Section used for this span Typical Section Mu: Applied 194.654 k-ft Mn * Phi: Allowable 204.778 k-ft Load Combination +1.20D+O.50Lr+1.60L+1.60H Location of maximum on span 13.000ft Span # where maximum occurs Span # 1 Design OK Maximum Deflection Max Downward L+Lr+S Deflecfion Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.309 in Ratio = O.OOOin Ratio = 0.845 in Ratio = O.OOOin Ratio = 1008 0<360 369 999<180 Vertical Reactions - Unfactored Support notation: Far left Is #1 Load Combination Support 1 Support 2 Overall MAXimum 2l5?9 23.049 DOnly 17.329 17.329 LOnly 5.720 5.720 D+L 23.049 23.049 Shear Stirrup Requirements Betiween 0.00 to 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stimips spaced at 0.000 in Betiween 0.06 to 6.47 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Behween 6.53 to 1947 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced af OOOO in Betiween 19.53 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span * Location(ft in Span Bending Stiess Results (k-ft) Mu: Max Phi'Mnx Sttess Ratto MAXimum BENDING Envetope I Concrete Beam file = u;\WSRosa\2013JO-H13903.ec6 ENERCALC, INC. 1983:2Q13.';eMild:6-13.6.21, Ver:6.13.6.21 • Lie. #: KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B16 Load Combination Location(ft in Span Bending Sttess Results (k-ft) Segment Lengtti Span # Location(ft in Span Mu: Max Phi'Mnx Stress Ratio Span#1 1 +1.40D Span#1 1 +l.20D+O.50Lr+1.60L+1.60H Span#1 1 28.000 26.000 26.000 194,65 157.69 194.65 204.78 204.78 204,78 0.95 0.77 0.95 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-• Defl .ocation in Span Load Combinatton Max.'+" Defl Location in Span D+L 1 0.8452 13.260 0.0000 0.000 1 ConcreteBeam Flle = u:\WSRosa«)13JO-1\13903.ec6 b • ENEiy^VLC, INC 1983-2013, Buiki:6.13.6.21,Vef:6.13.6i21 | ILie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B17 CODE REFERENCES Calculations per ACI 318-08, IBC 2009. CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fc'" ' 7.50 V|/ Density X Ltwt Factor Elastic Modulus = fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl (t) Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Fy - Stirrups E - Stirrups = Stin-up Bar Size # = 40.0 ksi 29,000.0 ksi * 3 2 Load Combination ASCE 7-05 D(0.756| L(0.44) 2" 18"wx24"ii Span=26.0 ft jCross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 24.0 in Span#1 Reinforcing.... 3-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.7560, L = 0.440 k/ft. Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.880: 1 Section used for this span Typical Section Mu: Applied 180.255 k-ft Mn ' Phi: Allowable 204.778 k-ft Load Combination +1.20D+O.50Lr+1.60L+1.60H Location of maximum on span 13.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Design OK Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.322 in Ratio = O.OOOin Ratio = 0.750 in Ratio = O.OOOin Ratio = 970 O<360 416 999<180 Support notation: Far left is #1 Load Combination Support 1 Support 2 21.203 15.483 5.720 21.203 OveraH IvlAXimum DOnly LOnly D+L 21.203 15.483 5.720 21.203 Shear Stirrup Requirements Between 0.00 lo 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stirrups spaced at 0.000 In Between 0.06 to 5.95 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 9.000 in Betiween 6.01,to 19.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Betiween 20.05 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span* Locatton(ft in Span Bending Sfress Results (k-ft) Mu:Max Phi'Mnx Sttess Ratio MAXimum BENDING Envefope Concrete Beam ; Fite = u:\WSRosaC013JO-1\13903.ec6 b ENERCALC, INC 1983-2013.jBuilil:6.ia6,21vVer6.13.6;21 | ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B17 Load Combinatfon Locatton(ft In Span Bending Stress Results (k-ft) Segment Lengtti Span * Locatton(ft In Span Mu: Max Phi'Mnx Sttess Ratto Span#1 1 +1.40D Span * 1 1 +1.20D+O.50Lr+1.60L+1.60H Span*1 1 26.000 26.000 26.000 180.26 140.90 180.26 204.78 204.78 204,78 0.88 0.69 0,88 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max, •+" Defl Location in Span D+L 1 0.7496 13.260 0.0000 0.000 Concrete Beam Rte = u:\WSRosa\20l3JO-H13903.ec6 b ENERCALC. INC. 1983-2013,:BuiM:ai3.6.?l,VeK6.13.6j^ I ILie. #; KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B18 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc '7.50 \J/ Density X Ltwt Faclor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksl d) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy - Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Slirrup Bar Size #= # 3 Number of Resisling Legs Per Slirrup = 2 Load Combination ASCE 7-05 D(0.408^L(0.08) D{17.33) 1(5.72) 5r 18"wx24"li Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Seclion, Width = 18.0 in, Height = 24.0 in Span#1 Reinforcing.... 4-#8 at 3.250 in from Botiom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080, L = 0.080 k/ft, Tributarv Width = 1.0 ft Point Load: D = 17.330, L = 5.720 k @ 20.0 ft DES/GN SUMMARY 6/779: 1 • Typical Section 207.096 k-ft 265.696 k-ft Design OK Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn * Phi: Allowable Load Combinaiion Location of maximum on span Span # where maximum occurs +1.20D+O.50Lr+1.60L+1.60H 19.067ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Tofal Deflection 0.160 in Ratio = O.OOOin Ratio = 0.732 in Ratio = O.OOOin Ratio = 1954 O<360 426 999<180 Vertical Reactions - Unfactored Support notation: Far left Is *1 Load Combination Support 1 Support 2 Overall MAXimum 17.318 29.730 DOnly 14.958 24.290 L Only 2.360 5.440 D+L 17.318 29.730 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vs>(4bdf c*.5) AC111.5.5.3, Req'd Vs = 17.160, use stirrups spaced at 0.000 in Betiween 0.06 to 5.60 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 5.66 to 19.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Between 20.05 to 25.94 ft, PhlVc <Vu, Req'd Vs = 2.775, use stimips spaced at 10,000 in Maximum Forces 8i Stresses for Load Combinations Concrete Beam Rte=u:\WSRosa\2013JO-ni3903.ec6 \ ENERCAIC. INC. 1983-»13^Md;6.13.6,Z1,Ver6.13.6il j 1 Lie. #; KW-06000953 Licensee : ANF & ASSOCIATES Description: B18 Load Combination Location(ft) in Span Bending Sttess Results (k-ft) SegmenlLength Span* Location(ft) in Span Mu:Max ph,'Tvinx Stress Ratio MAXimum BENDING Envefope Span*1 1 26.000 207.10 +140D Span#1 1 26.000 185.79 +1,20D+O.50Lr+1.60L+1.60H Span#1 1 26,000 207.10 Overall Maximum Deflections - Unfactored Loads 265.70 265.70 265.70 0.78 0.70 0.78 Load Combination ~DM. Span Max. "-"Defl Location In Span Load Combination Max. •+" Defl Location in Span 1 0.7323 13.780 0.0000 0.000 1/2 fr= fc '7.50 V|/ Density X LtWl Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi <t> Phi Values Pi Flexure: Shear: 0.90 0.750 0.850 Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Slirrup Bar Size # = # 3 Number of Resisling Legs Per Slirrup = 2 Load Combinaiion ASCE 7-05 Concrete Beaim Rte=u;\WSRosa\2013JO-1\13903.ec6 b Eip?CALC.IIjg 1983-2013, Bl<W:6.13.R2l,Ven6.13.6.21 | ILic.# : KW-06000953 Licensee : ANF 8. ASSOCIATES Description: B19 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties D(0.51|L(0.1) 18"wx24"h Span=26.0 ft jCross Section & Reinforcing Details Rectangular Seclion, Widlh = 18.0 in. Height = 24.0 in Span #1 Reinforcing.... 2-#8 al 3.250 in from Boltom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. I .Oft 1 Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = O510, L = OIO k/ft. Tributary Width = ' DESIGNSUMMARY Maximum Bending Stress Ratio = 0.797: Section used for this span Typical Section Mu: Applied 111.794 k-ft Mn ' Phi: Allowable 140.190k-ft Load Combination +1.400 Location of maximum on span 13.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation: Far left is #1 0.094 in 0.000 in 0.359 in 0.000 in Ratio = Ratio = Ratio = Ratio = 3323 0<360 869 999<180 Load Combination Support 1 Support 2 Overall MAXimum 13.585 13.585 DOnly 12.285 12.285 LOnly 1.300 1.300 D+L 13.585 13.585 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vs>(4bdf c*.5) AC111.5.5.3, Req'd Vs = 12.633, use stinups spaced at 0.000 In Between 0.06 to 0.81 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 0.87 to 25.13 ft, Vu<PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at O.OOOin Between 25.19 to 25.94 ft, PhiVc^2 < Vu <= PhlVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 9.000in Maximum Forces & Stresses for Load Combinations Load Combination SegmenlLength Span* Location (ft in Span Bending Stress Results (k-ft) Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envetope Concrete Beam Rle = u:lWSRosa\2013JO~f U3903ec6 ENERCALC, INC. 1983-2013. Buil(l'.6.13.6.Z1, V9n6.13.6.?1 1 Lie. # : KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B19 Load Combination Location (ft In Span Bending Sttess Results (k-ft) Segment Lengtti Span* Location (ft In Span Mu: Max Phi'Mnx Stiess Ratio Span#1 1 +140D Span*1 1 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 26.000 26.000 26.000 111.79 111.79 109.34 140.19 140.19 140.19 0.80 0.80 0.78 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. •-• Defl Location In Span Load Combination Max. •+• Defl Location in Span D+L 1 0.3588 13.260 0.0000 0.000 i Concrete Beam Rte = uAVySBo8*2013JO-1\13903.ec6 b ENERCALC, INC.1983-20l3,fluild:6.13.6.21,Ver,6,13,6J1 | ILic. # : KW-06000953 Licensee : ANF S ASSOCIATES Description: B20 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc" '7.50 V Densiiy X LlWt Factor Elastic Modulus = fy-Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy - Stimips E - Stirrups Stirrup Bar Size # • Number of Resisting Legs Per Stirrup = Load Combination ASCE 7-05 40.0 ksi 29,000.0 ksi # 3 2 ISin D(12.29) L(1.3) D(0.748) L(0.24) 2 18"wx24"h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 24.0 in Span#1 Reinforcing.,.. 4-#8 at 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculafions. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.7480, L = 0.240 k/ft. Tributary Widlh = 1.0 ft PointLoad: D = 12.290, L=1.30k@9.0ft DES/GN SUMilMRy Maximum Bending Stress Ratio = 0.894: 1 Section used for this span Typical Section Mu: Applied 237.537 k-ft Mn * Phi: Allowable 265.696 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.764ft Span # where maximum occurs Span # 1 Vettical Reactions - Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.152 in Ratio = O.OOOin Ratio = 0.884 in Ratio = O.OOOin Ratio = 2057 O<360 353 999<180 Support notatton: Far teft Is #1 Load Combination Support 1 Support 2 Overall MAXimum 27.385 23.203 DOnly 23.415 19.633 L Only 3.970 3.570 O+L 27.385 23.203 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stimips spaced at 0.000 in Between 0.06 to 8.96 ft, PhiVc/2 < Vu <= PhlVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 to Between 9.01 to 18.08 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Betiween 18.14 to 25.94 ft, PhiVc/2 < Vu <= PhlVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Concrete B^m Rte ' u;\WSRo8a\2013JO-1V13903.ec6 ENERCALC. INC> 1983-2013^ BiiiM:&13,6.21,V9f:6.13.6.21 • Lie. #: KW-06000953 Licensee : ANF 8. ASSOCIATES Description: B20 Load Combination Location(ft in Span Bending Sttess Results (k-ft) Segment Lengtti Span # Location(ft in Span Mu: Max Phi'Mnx Stress Ratto MAXimum BENDING Envetope Span #1 1 +1,40D Span * 1 1 +1.20D+0.50Lr+1.60L+1.60H Span*l 1 26.000 26.000 26.000 237.54 228.08 237,54 265.70 265.70 265.70 0.89 0.86 0.89 Overall Maximum Deflections - Unfactored Loads Load Combinati'on Span Max, •-• Defl Location In Span Load Combination Max.'+" Defl Location In Span D+L 1 0.8838 12.740 0.0000 0.000 \ Concrete Bfaim Rte = u:\WSRosa\201UO-1\13903.e« b ENERCALC, INC 1983-2013,lBuild:6.13A21,Ver6.13,6jl1 | ILic. #: KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B21 CODE REFERENCES Calculations per ACl 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 7.50 fc fr= fc V|/ Density X LtWl Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksi d) Phi Values Flexure: 0.90 Shear: 0.750 P1 = 0.850 Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size #= # 3 Number of Resisting Legs Per Slimip = 2 Load Combinaiion ASCE 7-05 D(0.698) L(0.3) 18"wx24"h Span=26.0 ft "2 _Cross Section & Reinforcing Details Rectangular Section, Widlh = 18.0 in, Height = 24.0 in Span #1 Reinforcing,.., 3-#8 al 3.250 in from Boltom, from 0.0 lo 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.6980, L = 0.30 k/ft, Tributary Widlh = 1.0 ft DESIGNSUMMARY Maximum Beriding Stress Ratio = 0.759:1 Section used for this span Typical Section Mu: Applied 155.446 k-ft Mn ' Phi: Allowable 204.778 k-ft Load Combinaiion +1.20D+O.50Lr+1.60L+1.60H Localion of maximum on span 13.000ft Span # where maximum occurs Span # 1 Vertical Reactions • Unfactored Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation: Far left is #1 0.226 In Ratio O.OOOin Ratio 0.610 in 0.000 in Ratio = Ratio = 1378 0<360 511 999<180 Load Combination Support 1 Support 2 18.629 14.729 3.900 18.629 Overall MAXimum 18.629 D Only 14.729 L Only 3.900 D+L 18.629 Shear Stinoip Requirements Between 0.00 to 0.00 ft, Vu > PhiVc, Req'd Vs = Vs > Vs:max per 11.5.7.9, use stimips spaced at 0.000 in Between 0.06 to 4.68 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3. use stimips spaced at 9.000 In Between 4.74 to 21.26 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 in Between 21.32 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span* Location (fl in Span Bending Sttess Results (k-ft) Mu:Max Phi'Mnx Sfress Ratio MAXimum BENDING Envetope ConcreteBeam Fite°u:\WSRosa\2013JO-ni3g03.ec6 b EPRCALq INC 1983-2013iBulM:6.136.21. Ver6.136,2l | ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES ^^^H Description: B21 Load Combtoatton Locatfon (ft In Span J Bending Sttess Results (k-ft) Segment Lengtti Span * Locatfon (ft In Span Mu: Max Phi'Mnx Stress Ratio Span#1 1 +1.40D Span*1 1 +1,2OD+O.5OLr+l.60L+1.6OH Span*l 1 26.000 26.000 26.000 15545 134.03 155.45 204.78 204.78 204.78 0.76 0.65 0.76 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-• Defl .ocation In Span Load Combination Max."+" Defl Locatfon In Span D+L 1 0.6096 13,260 0.0000 0.000 ConcreteBeam Hte=u:\WSRosa\2013JO-1\13903.ec6 b ENERCALC, IN&:i983-201%;Ml:&ia6.2iVer6.13.6J1 1 |Lic.# : KW-06000953 Licensee : ANF & ASSOCIATES Description: B22 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 7.50 fc fr= fc Density X Ltwt Faclor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksl 60.0 ksi 29,000.0 ksi (j) Phi Values Flexure: 0.90 Shear: 0.750 p, = 0.850 Fy - Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi Slirrup Bar Size # = # 3 Number of Resisling Legs Per Slinup = 2 Load Combinaiion ASCE 7-05 D(0.408) L(0.G8) 18"wx24" h Span=26.G ft = 24.0 in ^ross Section & Reinforcing Details Rectangular Seclion, Width = 18.0 in. Height = Span#1 Reinforcing.... 2-#8 al 3.250 in from Boltom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam selfweight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080, L = 0.080 k/ft. Tributary Widlh = 1.0 ft DESIGNSUMMARY \ Maximum Bending Stress Ratio • Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.711: 1 Typical Section 99.727 k-ft 140.190 k-ft +1.40D 13.000ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.062 in 0.000 In 0.246 in 0.000 In Ratio = Ratio = Ratio = Ratio = 5030 0<360 1268 999 < 180 Vertical Reactions - Unfactored Support notatton: Far left is *1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 11.999 10.959 1.040 11.999 11.999 10.959 I. 040 II. 999 Shear Stirrup Requirements Entire Beam Span Lengtti: Vu < PhlVc/2, Req'd Vs = Not Reqd, use stimips spaced at 0.000 to Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span* Location(ft to Span Bending Stress Results (k-ft) Mu: Max Ph^nx Sttess Ratio MAXimum BENDING Envelope Span#1 1 26.000 99.73 140.19 0.71 +1.40D Span*1 1 26.000 99.73 14019 0.71 ConcreteBeam Rte = u:WSRosa\2013IO-ni3903.ec6 b ENERCALC, INC 1983-2013jMW:6.136-21. Ven6.13.6:21 | • Lie. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: B22 Load Combination Bending Stress Results (k-ft) Segment Lengtti Span # in Span Mu: Max Phi'Mnx Sttess Ratio +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 Overall Maximum Deflections 26.000 96.30 140.19 • Unfactored Loads 0,69 Load Combination Span Max.'-" Defl Location In Span Load Combinatton Max. '+• Defl Location In Span D+L 1 0.2460 12,740 0.0000 0,000 Concrete Beam Rte = ii:WSRosa\2013JO-1\1390aec6 b ENERCALC, INC. 1983-2013, BMiM:ai3.6.2i, Ver,6.13.&21 | ILie. # : KW-06000953 Licensee : ANF 8. ASSOCIATES Description: B23 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 fr= fc ' 7.50 \|J Densiiy X LtWl Faclor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksl <j) Phi Vaiues Flexure: 0.90 Shear: 0.750 P1 = 0.850 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Fy - Stirrups E - Stirrups = Stirrup Bar Size # = 40.0 ksi 29,000.0 ksi # 3 2 Load Combination ASCE 7-05 D(10.96) L(1.04) D(14.73) 1(3.9) D(0.408|^L(0.08) 15 18"wx24"h Span=26.0 ft Cross Section & Reinforcing Details Rectangular Seclion, Widlh = 18.0 in. Height = 24.0 in Span #1 Reinforcing.... 5-#8 at 3.250 in from Boltom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080, L = 0.080 k/ft, Tributarv Width = 1.0 ft Point Load : D = 10.960, L = 1.040 k @ 13.0 ft PointLoad: D= 14.730, L = 3.90k@, 17.0ft pEmNSUMMARY ! Maximum Bending Stress Ratio = 6.931:1 Section used for this span Typical Section Mu: Applied 300.555 k-ft Mn ' Phi: Allowable 322.942 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Localion of maximum on span 13.751ft Span # where maximum occurs Span # 1 Vertical Reactions • Unfactored Maximum Deflection Max Downward L+Lr+S Deflection 0.137 in Ratio = 2271 Max Upward L+Lr+S Deflection O.OOOin Ratio = 0<360 Max Downward Total Deflection 0.954 in Ratio = 327 Max Upward Total Deflection O.OOOin Ratio = 999<180 Support notatton: Far left is *1 Load Combtoatton Support 1 Support 2 Overall MAXimum 24,448 30,180 DOnly 21.538 26.070 LOnly 2.910 4.110 0+L 24.448 30.180 Shear Stirrup Requirements Between 0.00 to 13.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Mto 11.5.6.3, use stimips spaced at 9.000 In Between 13.06 to 16.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 to Between 17.04 to 20.05 ft, PhlVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stimips spaced at 9.000 in Between 20.11 to 24.09 ft, PhlVc<Vu, Req'd Vs = 0.01718, use stimips spaced at lO.OOOto Between 24.15 to 24.84 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Mto 11.5.6.3, use stinups spaced at 9.000 to Between 24.90 to 25.94 ft, PhlVc < Vu, Req'd Vs = 1.236, use stimips spaced at 10.000 in Concirete Beam Fite = «;\WSRo8a\2013JO~1\13903.ec6 ENERCALC, INC 1983-2013;BuM;6-13.6.2l.Ver.6.136.21 1 iLic. #: KW-05000953 Licensee : ANF & ASSOCIATES Description: B23 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft In Span Bending Sfress Results (k-ft) Segment Lengtti Span* Location (ft In Span Mu: Max Phi'Mnx Sfress Ratto MAXimum BENDING Envetope Span#l 1 +1.40D 26.000 300.55 322,94 0,93 Span * 1 1 26.000 292.26 322,94 0,90 +1.20D+O.50Lr+1.60L+1.60H Span*1 1 26.000 300.55 322,94 0,93 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max."-" Defl Locatton In Span Load Combination Max.'+" Defl Location in Span D+L 1 0.9537 13,260 0,0000 0,000 Concrete Iteam Fite = u:WSRosaa313JO-1\13903.ec6 b ENERCALC. ING, 1983-2013, Build:6.13.6.2l.Ver.6.13.6,21 | • Lie. # : KW-06000953 Licensee : ANF 8, ASSOCIATES Description: B24 CODE REFERENCES Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties 1/2 7.50 fc fr= fc V Density X LlWt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi d) Phi Values Pi Flexure: 0.90 Shear: 0.750 0.850 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup Fy - Stirrups E - Stirrups = Stirrup Bar Size * = 40.0 ksi 29,000.0 ksi # 3 2 Load Combination ASCE 7-05 0(21.92) L(2.08P(29.46) L(7.8) D(0.408) 34" w X 36" h Span=26.0 ft ^ross Section & Reinforcing Details Rectangular Seclion, Widlh = 34.0 in, Heighl = 36.0 in Span #1 Reinforcing.... 6-#8 al 3.250 in from Bottom, from 0.0 to 26.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4080 k/ft. Tributary Width = 1.0 ft PointLoad: D = 21.920, L = 2.080k@ 13.0ft PointLoad: D = 29.460, L = 7.80k@. 17.0ft DES/GN SUMMARV Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Vertical Reactions • Unfactored 0.873: 1 Typical Section 579.14 k-ft 663.57 k-ft +1.40D 13.000ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.076 in Ratio = 4100 O.OOOin Ratio = O<360 0.332 in Ratio = g39 O.OOOin Ratio = 999<180 Support notation: Far left is #1 Load Combtoatton Support 1 Support 2 Overall MAXimum 46324 57.689 D Only 42.484 51.549 LOnty 3.740 6.140 O+L 46.224 57.689 Shear Stirrup Requirements Between 0.00 to 0.00 ft, Vu> PhiVc, Req'd Vs = Vs> Vs:max per 11.57.9, use stimips spaced at 0.000 to Between 0.06 to 6.24 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = MIn 11.5.6.3, use stimips spaced at 5.000 In Between 6.30 to 16.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 to Between 17.04 to 25.94 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Mto 11.5.6.3, use stimips spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Concrete Bfifm Rle = u:tW«Rosaa)13JO-1\13903.ec6 k ENERCALC, INC. 1983-2013,luiM:6.13.6.2i,Ver.6.13.6.2i | ILic. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: B24 Load Combinati'on Location (ft In Span Bending Stress Results (k-ft) Segment Lengtti Span* Location (ft In Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span*1 1 +1.40D Span*1 1 +1,20D+0,50Lr+1,60L+1,60H Span#1 1 26,000 26,000 26,000 579,14 57914 574.97 663.57 663.57 663.57 0.87 0.87 0,87 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. •-' Defl Locatfon In Span Load Combination Max.'+' Defl Location to Span D+L 1 0.3321 13.780 0.0000 0.000