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Page I of 20 Structural Calculations Job #: MSA 21-3570 Date: December 3, 2021 Job name: Ferreire. Residence 4625 Indian River Dr. Fort Pierce, FL 34982 Engineer of Record: Mills, Short,P, Associates 700 22d Place, Suite 2C/2D, Vero Beach, FL 32960 Certificate of Authorization: 430698 Ph: (772) 226-7282, Fax: (772) 492-9345 e -mail: JShortaMillsShortAssociates.com www.MillsShortAssociates.com OEC.0 7 ( 2022 ST. Lucie COUW,_fernlitting 0 ' 100. Z_- NP 18 32021 STAI E.OF %per• •' • 0 %ON Page 2 of 20 Index Sheet 1._ Cover Sheet/Job Information — Page 1' 2. Index — Page 2 3. Beam Load Analysis & Design — Pages 3-20 O �i No 01 �_• .2021 ` S. OF •!�/` �i FA0 :GN, Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.AS( Page 3 of 20 Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226-7282 Project Descr:Structural Beam Analysis Printed: 3 DEC 2021, 10:58AN Wood Beam File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2 DESCRIPTION: BM -1 / BM -1.9 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65:0 psi Ft 65.0 psi Density 34.Opcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 2.666 ft Span = 9.670 ft Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0350, Lr = 0.020, L = 0.040, W =-0.0850 ksf, Tributary Width =14.50 ft Maximum Bending Stress Ratio = 0.4531 Maximum Shear Stress Ratio = . 0.970 :1 Section used for this span 8.750 X 11.750 Section used for this span 8.750 X 11.750 fb: Actual = 452.95psi fv: Actual = 63.05 psi Fb: Allowable = 1,000.00psi Fv: Allowable = 65.00 psi Load Combination +D+L+H, LL Comb Run (*LL) Load Combination +D+L+H, LL Comb Run (`LL) Location of maximum on span = 9.670ft Location of maximum on span 1 8.695ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.024 in Ratio = 4841 >=360 -0.049 in Ratio= 2375>=360 0.048 in Ratio = 2415>=180 -0.017 in Ratio =, 6963>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V. Cd C FN C i Cr +D+H Length = 2.666 ft 1 0.236 0.511 0.90 1.000 1.00 1.00 Length = 9.670 ft 2 0.239 0.513 0.90 1.000 1.00 1.00 Length = 2.50 ft 3 0.239 0.513 0.90 1.000 1.00 1.00 +D+L+H, LL Comb Run (**L) 1.000 1.00 1.00 Length = 2.666 ft 1 0.210 0.456 1.00 1.000 1.00 1.00 Length = 9.670 ft 2 0,222 0.465 1.00 1.000 1.00 1.00. Length = 2.50 ft 3 0.222 0.465 1.00 1.000 1.00 1.00 +D+L+H, LL Comb Run ('L*) 1.000 1.00 1.00 Length = 2.666 ft 1 0.438 0.960 1.00 1.000 1.00 1.00 Length = 9.670 ft 2 0.446 0.966 1.00 1.000 1.00 1.00 Length = 2.50 ft 3 0.446 0.966 1.00 1.000 1.00 1.00 C m C t C L. Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.56 212.15 900.00 2.05 20.87 58.50 1.00. 1.00 1.00 3.61 215.16 900.00 2.06 30.02 58.50 1.00 1.00 1.00 3.61 215.16 900.00 1.59 30.02 58.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.52 209.58 1000.00 2.03 29.64 65.00 1.00 1.00 1.00 3.72 221.73 1000.00 2.07 30.25 65.00 1.00 1.00 1.00 3.72 221.73 1000.00 1.80 30.25 65.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.35 438.26 1000.00 4.28 62.40 65.00 1.00 1.00 1.00 7.49 446.38 1000.00 4.31 62.81 65.00 1.00 1.00 1.00 7.49 446.38 1000.00 3.15 62.81 65.00 Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Page 4 of 20 Mills, SiIOCt 8 ASSOCIateS Vero Beach, FL 32960 Project ID: 21-3570 (772)226.7282 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:58AIV Wood Beath Fie: Ferrelre.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, -- KW-06010987 Mills, Short & Associates DESCRIPTION:' BM -1 I BM -1.9 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+L+H, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.436 0.956 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.31• 435.68 1000.00 4.26 62.17 65.00 Length = 9.670 ft 2 0.453 0.970 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.60 452.95 1000.00 4.32 63.05 65.00 Length = 2.50 ft 3 0.453 0.970 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.60 452.95 1000.00 3.36 63.05 65.00 +D+L+H, LL Comb Run (L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.220. 0.464 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.69 220.01 1000.00 2.07 30.15 65.00 Length = 9:670 ft 2 0.220 0.464 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.69 220.01 1000.00 2.07 30.15 65.00 Length = 2.50 ft 3 0.212 0.464 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.56 212.04 1000.00 1.57 30.15 65.00 +D+L+H, LL Comb -Run (L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0,217 0.460 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.65 .217.44 1000.00 2.05 29.92 65.00 Length = 9.670 ft 2 0.219 0.461 1.00 1.000 1.00 1.00 1.00 1.00. 1.00 3.67 218.61 1000.00 2.05 29.98 65.00 Length = 2.50 ft 3 0.219 0.461 1.00 1.000 . 1.00 1.00 1.00 1.00 1.00 3.67 218.61 1000.00 1.78 29.98 65.00 +D+L+H, LL Comb Run (LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.446 0.964 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.49 446.12 1600.00 4.30 62.68 65:00 Length = 9.670 ft 2 . 0.446 0.964 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.49 446.12 1000.00 4.30 62.68 65.00 Length = 2.50 ft 3 0.443 0.964 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.44 443.26 1000.00 3.13 62.68 65.00 +D+L+H, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.444 0.961 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.44 443.54 ' 1000.00 4.28 62.45 65.00 Length = 9.670 ft 2 0.450 0.966 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.55 449.83 1000.00 4.30 62.77 65.00 Length = 2.50 ft 3 0.450 0.966 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.55 449.83 1000.00 3.33 62.77 65.00 +D+Lr+H, LL Comb Run (**L) 1.000 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.169 0.366 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.54 210.86 1250.00 2.04 29.75 81.25 Length = 9.670 ft 2 0.175 0.371 1.25 1.000 1.00 1.00 1:00 1.00 1.00 3.67 218.44 1250.00 2.07 30.14 81.25 Length = 2.50 ft 3 0.175 0.371 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.67 218.44 1250.00 1.70 30.14 81.25 +D+Lr+H, LL Comb Run (*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.260 0.568 1.25 1.000 1,00 1.00 1.00 1.00 1.00 5.46 325.21 1250.00 3.16 46.14 81.25 Length = 9.670 ft 2 0.265 0.571 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.55 330.77 1250.00 3.18 46.42 81.25 Length = 2.50 ft 3 0.265 0.571 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.55 330.77 1250.00 2.37 46.42 81.25 +D+Lr+H, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.259 0.566 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.43 323.92 1250.00 3.15 46.02 81.25 Length = 9.670 ft 2 0.267 0.573 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.60 334.06 1250.00 3.19 46.53 81.25 Length = 2.50 ft 3 0.267 0.573 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.60 334.06 1250.00 2.48 46.53 81.25 +D+Lr+H, LL Comb Run (L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.173 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.63 216.08 1250.00 2.06 30.01 81.25 Length = 9.670 ft 2 0.173 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.63 216.08 1250.00 2.06 30.01 81.25 Length = 2.50 ft 3 0.171 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.58 213.60 1250.00 1.58 30.01 81.25 +D+Lr+H, LL Comb Run (L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.172 0.368 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.60 214.80 1250.00 2.05 29.89 81.25 Length = 9.670 ft 2 0.174 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.64 216.88 1250.00 2.06 30.00 81.25 Length = 2.50 ft 3 0.174 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.64 216.88 1250.00 1.69 30.00 81.25 +D+Lr+H, LL Comb Run (LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.263 0.570 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.52 329.14 1250.00 3.17 46.28 81.25 Length = 9.670 ft 2 0.263 0.570 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.52 329.21 1250.00 3.17 46.28 81.25 Length = 2.50 ft 3 0.263 0.570 1.25 1.000 1.00 1.00 1.00 1.00' 1.00 5.52 329.21 1250.00 2.36 46.28 81.25 +D+Lr+H, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.262 0.568 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.50 327.85 1250.00 3.16 46.16 81.25 Length = 9.670 ft 2 0.266 0.571 1.25 1.000 1.00 1.00 1.00 1.00, 1.00 5.58 332.49 1250.00 3.18 46.40 81.25 Length = 2.50 ft 3 0.266 0.571 1.25 1.000 1.00 .1.00 1.00 1.00 1.00 5.58 332.49 1250.00 2.46 46.40 81.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.184 0.400 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.56 212.15 1150.00 2.05 29.87 74.75 Length = 9.670 ft 2 0.187 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.61 215.16 1150.00 2.06 30.02 .74.75 Length = 2.50 ft 3 0.187 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.61 215.16 1150.00 1.59 30.02 74.75 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.167 0.364 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.51 209.26 1250.00 2.03 29.61 81.25 Length = 9.670 ft 2 0.178 0.373 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.73 222.55 1250.00 2.08 30.28 81.25 Length = 2.50 ft 3 0.178 0.373 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.73 222.55 1250.00 1.83 30.28 81.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length = 2.666 ft 1 0.373 0.818 1.25 1.000, 1.00 1.00 1.00 1.00 1.00 7.83. 466.52 1250.00 4.56 66.47 81.25 Length = 9.670 ft 2 0.380 0.824 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.97 475.28 1250.00 4.59 66.91 81.25 Length = 2.50 ft 3 0.380 0.824 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.97 475.28 1250.00 3.34 66.91 81.25 Mills, Short & Associates 1 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Project Title: Ferreire Residence Page 5 of 20 Engineer: Jason W. Short, P.E. M.ASC Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:58M �. Wood Beam ' Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.8.2' DESCRIPTION: BM -1 / BM -1.9 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv Fv +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.371 0.815 1.25 1.000 1.d0 1.00 1.00 1.00 1.00 7.78 463.62 . 1250.00 4.54 66.21 81.25 Length = 9.670 ft 2 0.386 0.827 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.10 482.68 1250.00 4.60 67.17 81.25 Length = 2.50 ft 3 0.386 0.827 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.10 482.68 1250.00 3.58 67.17 81.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.177 0.371 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.71 221.00 1250.00 2.07 30.18 81.25 Length = 9.670 ft 2 0.177 0.371 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.71 221.00 1250.00 2.07 30.18 81.25 Length =-2.50 ft 3 0.169 0.371 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.55 211.64 1250.00 1.57 30.18 81.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.174 0.368 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.66 218.10 1250.00 2.05 29.92 81.25 Length = 9.670 ft 2 0.175 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.68 219.04 1250.00 2.05 29.97 81.25 Length = 2.50 ft 3 0.175 0.369 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.68 219.04 1250.00. 1.81 29.97 81.25 +D+0.750Lr+0.7.50L+H, LL Comb Rt 1.000 1:00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.380 0.822 1.25 1.000 1.00 1.00 1.00 .1.00 1.00 7.98 475.37 1250.00 4.58 66.78 81.25 Length = 9.670 ft 2 0.380 0.822 1.25 1.000 1.00 -1.00 1.00 1.00 1.00 7.98 475.37 1250.00 4.58 66.78 81.25 Length = 2.50 ft 3 0.377 0.822 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.92 471.77 1250.00 3.32 66.78 81.25 +D+0.750Lr+0.750L+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.378 0.819 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.93 472.47 1250.00 4.56 66.52 81.25 Length = 9.670 ft 2 0.383 0.823 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.04 479.16 1250.00 4.58 66.86 81.25 Length = 2.50 ft 3 0.383 0.823 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.04 479.16 1250.00 3.55 66.86 81.25 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 11.00 . 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.183 0.397 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.53 210.22 1150.00 2.04 29.70 74.75 Length = 9.670 ft 2 0,191 0.404 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.69 220.09 1150.00 2.07 30.20 74.75 Length = 2.50 ft 3 0,191 0.404 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.69 220.09 1150:00 1.75 30.20 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.332 0.726 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.40 381.73 1150.00 3.72 54.27 74.75 Length = 9.670 ft 2 0.338 0.731 1:15 1.000 1.00 1.00 1.00 1.00 1.00 6.52 388.58 1150.00 3.74 54.62 74.75 Length = 2.50 ft 3 0.338 0.731 1.15 1.000 1.00 1.00 1.60 1.00 1.00 6.52 388.58 1150.00 2.76 54.62 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.330 0.724 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.37 379.80 - 1150.00 3.71 54.10 74.75 Length = 9.670 ft 2 0.342 0.733 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.60 393.50 1150.00 3.76 54.79 74.75 Length = 2.50 ft 3 0.342 0.733 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.60 393.50 1150.00 2.92 54.79 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.190 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.66 218.05 1150.00 2.06 30.08 74.75 Length = 9.670 ft 2 0.190 0.402 1.15 1.000 1.00 1.00 1.00 1.00 1.00 , 3.66 218.05 1150.00 2.06 30.08 74.75 Length = 2.50 ft 3 0.185 0.402 1.15 1.000 1.00 1.06 1.00 1.00 1.00 3.57 212.82 1150.00 1.58 36.08 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.188 0.400 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.63 216.12 1150.00 2.05 29.91 74.75 Length = 9.670 ft 2 0.189 0.401 1.15 1.000 1.00 1.00 1.00 1.00 . 1.00 3.65 217.74 1150.00 2.06 29.99 74.75 Length = 2.50 ft 3 0.189 0.401 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.65 217.74 1150.00 1.74 29.99 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.337 0.729 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.50 387.63 1150.00 3.73 54.48 74.75 Length = 9.670 ft 2 0.337 0.729 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.50 387.63 1150.00 3.73 54.48 74.75 Length =2.50 ft 3 0.336 0.729 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.48 386.23 1150.00 2.74 54.48 74.75 +D+0.750L+0.750S+H, LL Comb Ru 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.335 0,726 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.47 385.70 1150.00 3.72 154.30 74.75 Length = 9.670 ft 2 0.340 0.730 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.56 391.16 1150.00 3.74 54.58 74.75 Length = 2.50 ft 3 0.340 .0.730 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.56 391.16 1150.00 2.90 54.58 74.75 +D+0.60W+H 1.000 1.00 1.00 1".00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.052 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.39 82.87 1600.00 0.80 11.67 104.00 Length = 9.670 ft 2 0.053 0.1.13 1.60 1.000 1.00 . 1.00 1.00 1.00 1.00 . 1.41 84.05 1600.00 0.80 11.73 104.00 Length = 2.50 ft 3 0.053 0.113 1.60 1.000 1.00 .1.00 1.00 1.00 1.00 1.41 84.05 1600.00 0.62 11.73 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.008 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 12.01 1600.00 0.11 1.54 . 104.00 Length = 9.670 ft 2 0.008 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 12.01 1600.00 0.17 2.42 104A Length = 2.50 ft 3 0.019 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 30.25 1600.00 0.19 2.79 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.153 0.340 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.11 245.25 1600.00 2.42 35.32 104.00 Length = 9.670 ft 2 0.157 0.342, 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.21 250.88 1600.00 2.44 35.60 104.00 Length = 2.50 ft 3 0.157 0.342 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.21 250.88 1600.00 1.69 35.60 104.00 1 ' Mills, Short & Associates 700 22nd Place Suite 2C Mills, Short 8, Associates Vero Beach, FL 32960 (772)226-7282 Project Title: Ferreire Residence Page 6 of 20 Engineer: Jason W. Short; P.E. M.AS( Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:58AN Wood Beam File: Ferreire.ec6 software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2. KW-06010987 Mills, Short & Associates DESCRIPTION: BM -1 / BM -1.9 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i jC r C m C t C L Moment Values M fb F'b V Shear Values fv F v +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.151 0.337 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.07 242.36 1600.00 2.40 35.06 104.00 Length = 9.670 ft 2 0.161 0.345 1.60 1.000 1.00 1.00 1.00 1.00 1.00 �4.33 258.27 1600.00 2.46 35.86 104.00 Length = 2.50 ft 3 0.161 0.345 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.33 258.27 1600.00 1.91 35.86 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.021 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.56 33.48 1600.00 0.23 3.42 104.00 Length = 9.670 ft 2 0.008 0.033 1.60 1.000 1600 1.00 1.00 1.00 1.00 0.21 12.76 1600.00 0.11 3.42 104.00 Length = 2.50 ft 3 0.008 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.21 12.76 1600.00 0.09 3.42 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.60 0.00 0.00 0.00 0.00 Length = 2.666 ft. 1 0.022 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.59 34.94 1600.00 0.25 3.69 104.00 Length = 9.670 ft 2 0.007 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 11.67 1600.00 0.14 3.69 104.00 Length = 2.50 ft 3 0.020 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 32.06 1600.00 0.21 3.69 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.159 0.343 1.60 1.000 1.00 .1.00 1.00 1.00 1.00 4.26 254.10 1600.00 2.44 35.63 104.00 Length = 9.670 ft , 2 0.159 '0.343 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 254.10 1600.00 2.44 35.63 104.00 Length = 2.50 ft 3 0.155 0.343 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.15 247.37 1600.00 1.67 35.63 104.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.157 0.340 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.21 251.20 1600.00 2.42 35.37 104.00 Length = 9.670 ft 2 0.159 0.342 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 254.76 1600.00 2.44 35.55 104.00 Length = 2.50 ft 3 0.159 0.342 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.27 254.76 1600.00 1.89 35.55 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.007 0.014 1.60 1.000 1:00 1.00 1.00 1.00 1.00 0.19 11.05 1600.00 0.10 1.46 104.00 Length = 9.670 ft 2 0.007 0,014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 11.05 1600.00 0.10 1.46 104.00 Length = 2.50 ft 3 0.013 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.36 21.41 1600.00 0.15 2.13 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.60 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.100 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.69 160.46 1600.00 1.58 23.12 104.00 Length = 9.670 ft 2 0.103 0.224 1.60 1.000 1.00 1'.00 1.00 1.00 1.00 2.75 164.17 1600.00 1.60 23.30 104.00 Length = 2.50 ft 3 0.103 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 164.17 1600.00 1.11 23.30 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.099 0.221 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.66 158.53 1600.00 1.57 22.94 104.00 Length = 9.670 ft 2 0.106' 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 .2.84 169.10 1600.00 1.61 23.48 104.00 Length = 2.50 ft 3 0.106 0.226 1.60 '1.000 1.00 1.00 1.00 1.00 1.00 2.84 169.10 1600.00 1.25 23.48 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0:00 Length = 2.666 ft 1 0.015 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 23.46 1600.00 0.17 2.52 104.00 Length = 9.670 ft 2 0.007 0,024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 11.59 1600.00 0.10 2.52 104.00 Length = 2.50 ft 3 0.007 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 11.59 1600.00 0.08 2.52 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.015 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.41 24.48 1600.00 0.18 2.70 104.00 Length = 9.670 ft 2 0.006 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 10.02 1600.00 0.09 2.70 104.00 Length = 2.50 ft 3 0.014 0.026 1.60 1.000 1.00 1 1.00 1.00 1.00 1.00 0.38 22.66 1600.00 0.16 2.70 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.104 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.79 166.36 1600.00 1.60 23.32 104.00 Length = 9.670 ft 2 0.104 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.79 166.36 1600.00 1.60 23.32 104.00 Length = 2.50 ft 3 0.101 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.72 161.83 1600.00 1.09 23.32 104.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.103 0.223 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.76 164.43 1600.00 1.59 23.15 104.00 Length = 9.670 ft 2 0.104 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.80 166.76 1600.00 1.59 23.27 104.00 Length = 2.50 ft 3 0.104 0.224 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.80 166.76 1600.00 1.24 23.27 104.00 +0.60D+0.60W+0.60H 1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0. f 05 0.227 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.81 167.73 1600.00 1.62 23.62 104.00 Length = 9.670 ft 2 0.106 ..0.228 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 170.11 1600.00 1.63 23.74 104.00 Length = 2.50 ft 3 0.106 0.228 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.85 170.11 1600.00 1.26 23.74 104.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.133' 0.287 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.56 212.15 1600.00 2.05 29.87 104.00 Length = 9.670 ft 2 0.134 0.289 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.61 215.16 1600.00 2.06 30.02 104.00 Length = 2.50 ft 3 0.134 0.289 1.60 1.000 1.00 1.00 1.00 , 1.00 1:00 3.61 215.16 1600.00 1.59 30.02 104.00 +D+0.750L+0.750S+6.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.666 ft 1 0.131 0.286 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.53 210.22 1600.00 2.04 29.70 104.00 Length = 9.670 ft 2 0.138 0.290 1.60 1.000 1:00 1.00 1.00 1.00 1.00 3.69 220.09 1600.00 2.07 30.20 104.00 Length = 2.50 ft 3 0.138 0.290 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 220.09 1600.00 1.75 30.20• 104.00 ` Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.AS( Page 7 of 20 Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226-7282 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:58AIy Wood Beam File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Buildt12.20.8.2, i.00• DESCRIPTION: BM -1 / BM -1.9 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL TUTU./OULTU./ OUJTu.OLOUCTrI, LL I.000 I.UU I.UU I.UU I.UU I,.UU Length = 2.666 ft 1 0.239 0.522 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.670 ft 2 0.243 0.525 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.243 0.525 1.60 1.000 1.00 1.00 1.00 1.00 1:00 +D+0.750L+0.750S+0.5250E+H, LL ' 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.666 ft 1 0.237 0.520 1.60 1.000 1.00 1.00 . 1.00 1.00 1.00 Length = 9.670 ft 2 0.246 0.527 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.246 0.52.7 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 .1.00 1.00 Length = 2.666 ft 1 0.136 0.289 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.670 ft 2 0.136 0.289 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.133 0.289 1.60 1.000 . 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.666 ft 1 0.135 0.288 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.670 ft 2 0.136 0.288 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.136 0.288 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.666 ft 1 0.242 0.524 1.60 1.000 1.00 1.00 1.00 1.00 1:00 Length = 9.670 ft 2 0.242 0.524 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.241 0.524 1.60 1.000 1.60 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.666 ft 1 0.241 0.522 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.670 ft 2 0.244 0.525 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.244 0.525 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.666 ft 1 0.080 0.172 1.60 1.000 1.00 1.00 1.00 1.00 _ 1.00 Length = 9.670 ft 2 0,081 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 3 0.081 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. V Defl Location in Span Load Combination Moment Values M fb F'b Shear Values V fv F'v 0.00 .0.00 0.00 0.00 6.40 381.73 1600.00 .3.72 54.27 104.00 6.52 388.58 1600.00 3.74 54.62 104.00 6.52 388.58 1600.00 2.76 54.62 104.00 0.00 0.00 0.00 0.00 6.37 379.80 1600.00 3.71 54.10 104.00 6.60 393.50 1600.00 - 3.76 54.79 104.00 6.60 393.50 1600.00 2.92 54.79 104.00 0.00 0.00 0.00 0.00 3.66 218.05 1600.00 2.06 30.08 104.00 3.66 218.05 1600.00 2.06 30.08 104.00 3.57 212.82 1600.00 1.58 30.08 104.00 0.00 0.00 0.00 0.00 3.63 216.12 1600.00 2.05 29.91 104.00 3.65 217.74 1600.00 2.06 29.99 104.00 3.65 217.74 1600.00 1.74 29.99 104.00 0.00 0.00 0.00 0.00 6.50 387.63 1600.00 3.73 54.48 104.00 6.50 387.63 1600.00 3.73. 54.48 104.00 6.48 386.23 1600.00 2.74 54.48 104.00 0.00 0.00 0.00 0.00 6.47 385.70 1600.00 3.72 54.30 104.00 6.56 391.16 1600.00 3.74 54.58 104.00 6.56 391.16 1600.00 2.90 54.58 104.00 0.00 0.00 0.00 0.00 2.14 127.29 1600.00 1.23 17.92 104.00 2.17 129.10 1600.00 1.23 18.01 104.00 2.17 129.10 1600.00 0.96 18.01 104.00 Max. "+" Defl Location in Span 1 0.0000 0.000 +D+0.750Lr+0.750L+H, LL Comb Run 0.0037 1.568 +D+0.750Lr+0.750L+H, LL Comb Run 2 0.0112 1.056 W Only-0.0489 4.876 3 0.0000 1.056 +D+0.750Lr+0.750L+H, LL Comb Run-0.0034 1.050 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -2.227 -10.685 -10.859 -2.525 Overall MINimum 1.452 5.028 5.110 1.806 +D+H -0.626 4.610 4.685 -0.779 +D+L+H, LL Comb Run (*'L) -0.610 4.578 5.470 -0.098 +D+L+H, LL Comb Run ('L') -2.049 8.828 9.050 -2.331 +D+L+H, LL Comb Run (*LL) -2.033 8.796 9.835 -1.650 +D+L+H, LL Comb Run (L**) 0.097 5.452 4.645 -0.758 +D+L+H, LL Comb Run (L*L) 0.114 5.420 5.430 -0.077 +D+L+H, LL Comb Run (LL*) -1.326 9.670 9.010 -2.310 +D+If+H, LL Comb Run (LLL) -1.309 9.638 9.795 -1.629 +D+Lr+H, LL Comb Run (**L) -0.618 4.594 5.078 -0.439 +D+Lr+H, LL Comb Run (*L*) -1.338 6.719 6.868 -1.555 +D+Lr+H, LL Comb Run (*LL) -1.330 6.703 7.260 -1.215 +D+Lr+H, LL Comb Run (L**) -0.264 5.031 4.665 -0.769 +D+Lr+H, LL Comb Run (L*L) -0.256 5.015 5.058 -0.428 +D+Lr+H, LL Comb Run (LL*) -0.976 7:140 6.848 -1.545 +D+Lr+H, LL Comb Run (LLL) -0.968 7.124 7.240 -1.204 +D+S+H -0.626 4.610 4.685 -0.779 +D+0.750Lr+0.750L+H, LL Comb Run (* -0.608 4.574 5.568 -0.013 +D+0.750Lr+0.750L+H, LL Comb Run (* -2.227 9.356 9.596 -2.525 +D+0.750Lr+0.750L+H, LL Comb Run (* -2.209 9.320 10.479 -1.759 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.188 5.557 4.640 -0.756 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.206 5.521 5.523 0.010 Mills, Short & Associates 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Wood Beam DESCRIPTION: BM =1 I BM -1.9 Project Title: Ferreire Residence Page 8 of 20 Engineer: Jason W. Short, P.E. M.AS( Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:58AN Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, Vertical Reactions ISupport notation : Far left is #1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 +D+0.750Lr+0.750L+H, LL Comb Run (L -1.413 10.303 9.551 -2.502 +D+0.750Lr+0.750L+H, LL Comb Run (L -1.395 10.266 10.434 -1.735 +D+0.750L+0.750S+H, LL Comb Run (** -0.614 4.586 5.274 -0.269 +D+0.750L+0.750S+H, LL Comb Run (*L -1.694 7.774 7:959 -1.943 +D+0.750L+0.750S+H, LL Comb Run ('L -1.681 7.750 8.548 -1 A32 +D+0.750L+0.750S+H, LL Comb Run (L* -0.084 5.241 4.655 -0.764 +D+0.750L+0.750S+H, LL Comb Run (L* -0.071 5.217 5.244 -0.253 +D+0.750L+0.750S+H, LL Comb Run (LL -1.151 8.405 7.929 -1.927 +D+0.750L+0.750S+H, LL Comb Run (LL -1.139 8.381 8.518 -1.417 +D+0.60W+H 0.245 -1.801 -1.830 0.304 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.045 -0.234 0.682 0.799 +D+0.750Lr+0.750L+0.450W+H, LL Comb -1.574 4.548 4.709 -1.712 +D+0.750Lr+0.750L+0.450W+H, LL Comb -1.556 4.512 5.592 -0.946 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.841 0.749 -0.246 0.057 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.859 0.713 0.637 0.823 +D+0.750Lr+0.750L+0.450W+H, LL Comb -0.760 5.495 4.664 -1.689 +D+0.750Lr+0.750L+0.450W+H, LL Comb -0.742 5.458 5.547 -0.923 +D+0.750L+0.750S+0.450W+H, LL Comb 0.039 -0.222 0.387 0.544 +D+0.750L+0.750S+0.450W+H, LL Comb -1.040 2.966 3.072 -1.130 +D+0.750L+0.750S+0.450W+H, LL Comb -1.028 2.942 3.661 -0.620 +D+0.750L+0.7508+0.450W+H, LL Comb 0.570 0.433 -0.231 0.049 +D+0.750L+0.750S+0.450W+H, LL Comb 0.582 0.409 0.357 0.560 +D+0.750L+0.750S+0.450W+H, LL Comb -0.498 3.597 3.042 -1.115 +D+0.750L+0.750S+0.450W+H, LL Comb -0.485 3.573 3.631 -0.604 +0.60D+0.60W+0.60H 0.495 -3.645 -3.704 0.616 +D+0.70E+0.60H -0.626 4.610 4.685 -0.779 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.614 4.586 5.274 -0.269 +D+0.750L+0.750S+0.5250E+H, LL Comb -1.694 7.774 7.959 -1.943 +D+0.750L+0.750S+0.5250E+H, LL Comb -1.6M 7.750 8.548 -1.432 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.084 5.241 4.655 -0.764 +D+0.750L+0.750S+0.5250E+H, LL Comb -0.071 5.217 5.244 -0.253 +D+0.750L+0.750S+0.5250E+H, LL Comb -1.151 8.405 7.929 -1.927 . +D+0.750L+0.750S+0.5250E+H, LL Comb -1.139 8.381 8.518 -1.417 +0.60D+0.70E+H -0.376 2.766 2.811 -0.468 D Only -0.626 4.610 4.685 -0.779 Lr Only, LL Comb Run (*'L) 0.008 -0.016 0.392 0.340 Lr Only, LL Comb Run (*L*) -0.711 2.109 2.183 -0.776 Lr Only, LL Comb Run (*LL) -0.703 2.093 2.575 -0.435 Lr Only, LL Comb Run (L**) 0.362 0.421 -0.020 0.010 Lr Only, LL Comb Run (L*L) 0.370 0.405 0.372 0.351 Lr Only, LL Comb Run (LL*) -0.350 2.530 2.162 -0.765 Lr Only, LL Comb Run (LLL) -0.342 2.514 2.555 -0.425 L Only, LL Comb Run (**L) 0.016 -0.032 0.785 0.681 L Only, LL Comb Run (*L*) -1.423 4.218 4.365 -1.552 L Only, LL Comb Run (*LL) -1.407 4.186 5.150 -0.871 L Only, LL Comb Run (L*') 0.724 0.842 -0.040 0.021 L Only, LL Comb Run (L*L) 0.740 0.810 .0.745 0.702 L Only, LL Comb Run (LL') -0.699 5.060 4.325 -1.531 L Only, LL Comb Run (LLL) -0.683 5.028 5.110 -0.850 W Only 1.452 -10.685 -10.859 1.806 H Only Mills, Short & Associates 9 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Wood Beam Project Title: Ferreire Residence Page 9 of 20 Engineer: Jason W. Short, P.E. M.AS( Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:54AN Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, DESCRIPTION: BM - 2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method `. Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE.7-16 Fb - 1,000.0 psi Ebend- xx 1,300.Oksi Fe - Prll 1,000.0. psi Eminbend - xx 1,300.0 ksi Wood Species Fe - Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft . 65.0 psi Density 34.Opcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0150, Lr = 0.020, L = 0.040, W =-0.0850 ksf, Tributary Width=11.125 ft Maximum Bending Stress Ratio = 0.290t 1 Maximum Shear Stress Ratio = 0.420 :1 .Section used for this span 8.750 X 11.250 Section used for this span 8.750 X 11.250 fb: Actual. = 290.34psi fv: Actual = 27.29 psi Fb: Allowable = 1,000.00psi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.569 ft Span # where maximum occurs = Span # 1, Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 3812>=360 Max Upward Transient Deflection -0.050 In Ratio = 1793>=360 Max Downward Total Deflection 0.037 in Ratio = 2455>=180 Max Upward Total Deflection -0.024 In 'Ratio = 3742>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd. C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0,097 0.140 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.34 86.91 900.00 0.54 8.17 58.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.290 0.420 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.47 290.34 1000.00 1.79 27.29 65.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.151 0.218 1.25 1.000 1.00 1.00. 1.00 1.00 1.00 2.90 188.63 1260.00 1.16 17.73 81.25 +D+S+H 1.000 1.00 1.00. 1.00 1.00 . 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft.. 1 0.076 0.109 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.34 86.91 1150.00 0.54 ' 8.17 74.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.253 0.365 1.25 1.000 1.00 1.00 100 1.00 1.00 4.86 315.77 1260.00 1.95 29.68 81.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.0b 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.208 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.68 239.48 1150.00 1.48 22.51 74.75 • Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C ' Engineer: Jason W. Short, P.E. M.AS( Page 10 of 20 q Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short c. Associates (772)226-7282 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:54Aty Wood Beam File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, KW-06010987 Mills, Short & Associates DESCRIPTION: BM - 2 Load Combination MyStress Ratios Moment Values Shear Values Segment Length Span # . M V Cd C FN C i_ Cr Cm C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.108 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.65 172.46 1600.00 1.06 16.21 104.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.076 0.110 1.60 1.000 1.00 1:00 1.00 1.00 1.00 1.86 121.24 1600.00 0.75 11.39 104.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.028 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.69 44.95 1600.00 0.28 4.22 104.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.130 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.19 207.23 1600.00 1.28 19.47 104.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.054 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 86.91 1600.00 0.54 8.17 104.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.150 0.216 1.60 1.000 1.00 1,00- .1.00 1.00 1.00 3.68 239.48 1600.00 1.48 22.51 104.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.033 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.80 52.15 1600.00 0.32 4.90 104.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl . Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.0502 3.777 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -3.546 -3.546 Overall MINimum 1.669 1.669 +D+H 0.713 0.713 +D+L+H 2.382 2.382 +D+Lr+H 1.547 1.547 +D+S+H 0.713 0.713 +D+0.750Lr+0.750L+H 2.590 2.590 +D+0.750L+0.750S+H 1.965 1.965 +D+0.60W+H -1.415 -1.415 +D+0.750Lr+0.750L+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.450W+H 0.369 0.369 +0.60D+0.60W+0.60H -1.700 -1.700 +D+0.70E+0.60H 0.713 0.713 +D+0.750L+0.750S+0.5250E+H 1.965 1.965 +0.60D+0.70E+H 0.428 0.428 D Only 0.713 0.713 Lr Only 0.834 0.834 L Only 1.669 1.669 W Only -3.546 -3.546 H Only • Mills, Short & Associates Projectjitle' Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Page 11 of 20 Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226 7282 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:55AIV WoodBeamFile: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, DESCRIPTION: BM - 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,00010 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0pcf Beam Bracina Beam is Ft liv Braced against lateral-torsinnA hi rklina Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D =,0.0150, Lr = 0.020, L = 0.040, W =-0.0850 ksf, Tributary Width=11..125 ft Maximum Bending Stress. Ratio = 0.290 1 Maximum Shear Stress Ratio �-0.420 : 1 Section used for this span 8.750 X 11.250 Section used for this span 8.750 X 11.250 fib: Actual = 290.34psi fv: Actual = 27.29 psi Fb: Allowable = 1,000.0opsi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.750ft Location of maximum on span = 6.569ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = 3812>=360 Max Upward Transient Deflection -0.050 in Ratio = 1793>=360 . Max Downward Total Deflection 0.037 in 'Ratio = 2455>=180 Max Upward Total Deflection -0.024 In Ratio = 3742>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.097 0.140 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.34 86.91 900.00 0.54 8.17 58.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.290 0.420 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.47 290.34 1000.00 1.79 27.29 65.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0:00 0.00 0.00 0.00 Length = 7.50 ft 1 0.151 0.218 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.90 188.63 1250.00 1.16 17.73 81.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length = 7.50 ft 1 0.076 0.109 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.34 86.91 1150.00 0.54 8.17 74.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.253 0.365 1.25 1.000 1.00 1.00 ,1.00 1.00 1.00 4.86 315.77 1250.00 1.95 29.68 81.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.208 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.68 239.48 1150.00 1.48 22.51 74.75 Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Page 12 of 20 Vero Beach, Fl- 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226-7282 Project Descr:Structural Beam Analysis Printed: 3 DEC 2021, 10:55AN Wood Beam ' File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2. DESCRIPTION: BM = 3 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.108 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0:450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.076 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.028 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.130 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 .1.00 1.00 Length = 7.50 ft 1 0.054 0.079 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E-W 1.000 . 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.150 0.216 1.60 ' 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.033 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Moment Values Shear Values M fb Pb V fv F'v 0.00 0.00 0.00 0.00 2.65 172.46 1600.00 1.06 16.21 104.00 0.00 0.00 0.00 0.00 1.86 121.24 1600.00 0.75 11.39 104.00 0.00 0.00 0.00 0.00 0.69 44.95 1600.00 0.28 4.22 104.00 0.00 0.00 0.00 0.00 3.19 207.23 1600.00 1.28 19.47 104.00 0.00 0.00 0.00 0.00 1.34 86.91 1600.00 0.54 , 8.17 104.00 0.00 '0.00 0.00 0.00 3.68 239.48 1600.00 1.48 22.51 104.00 0.00 0.00 0.00 0.00 0.80 52.15 1600.00 0.32 4.90 104.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. Y' Defl Location in Span 1 0.0000 0.000 W Only-0.0502 3.777 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -3.546 -3.546 Overall MINimum 1,669 1.669 +D+H 0.713 0.713 +D+L+H 2.382 2.382 +D+Lr+H 1.547 1.547 +D+S+H 0.713 0.713 +D+0.750Lr+0.750L+H 2.590 2.590 +D+0.750L+0.750S+H 1.965 1.965 +D+0.60W+H -1.415 -1.415 +D+0.750Lr+0.750L+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.450W+H 0.369 0.369 +0.60D+0.60W+0.60H -1.700 -1.700 +D+0.70E+0.60H 0.713 0.713 +D+0.750L+0.750S+0.5250E+H 1.965 1.965 +0.60D+0.70E+H 0.428 0.428 D Only 0.713 0.713 Lr Only 0.834 0.834 L Only 1.669 1.669 W Only -3.546 -3.546 H Only Mills, Short & Associates 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Wood Beam Project Title: Ferreire Residence Engineer: Jason W. Short,.P.E. M.AS( Page 13 of 20 Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 3 DEC 2021, 10:56Aty File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2- DESCRIPTION: BM - 4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 1,000.0 psi Ebend-kx 1,300.0ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65.0 si psi Ft 65.0 Density. 34.Opcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 11.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0350, L = 0.040 ksf, Tributary Width = 4.0 ft Maximum Bending Stress Ratio = 0.579 1 Maximum Shear Stress Ratio _ 0.601 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 579.13psi fv: Actual = 39.05 psi Fb: Allowable = 1,000.00psi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio = 1688>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.163 in Ratio = 860>=180 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.316 0.327 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.62 283.98 900.00 0.75 19.15 58.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.579 0.601 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.34 579.13 1000.00 1.54 39.05 65.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.227 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.62 283.98 1250.00 0.75 19.15 81.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.670 ft 1 0.247 0.256 1.15 1.000 1.00 1.00 1.00 - .1.00 1.00 2.62 283.98 1150.00 0.75 19.15 74.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 Length =11.670 ft 1 0.404 0.419 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.66 505.34 1250.00 1.34 34.08 81.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.670 ft 1 0.439 0.456 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.66 505.34 1150.00 1.34 34.08 74.75 Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.AS( Page 14 of 20 Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226-7282 Project Descr: Structural Beam Analysis Wood Beam DESCRIPTION: WM - 4 Printed: 3 DEC 2021, 10:56AIV Software copvright'ENERCALC, INC.1983-2020, Build:12.20.8.2, Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1,.00 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.177 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 283.98 1600.00 0.75 19.15 104.00 +D+0.750Lr+0.750L+0:450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 6.00 0.00. Length=11.670 ft 1 0.316 0.328 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.66 505.34 1600.00 1.34 34.08 104.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 Length=11.670 ft 1 0.316 0.328 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.66 505.34 1600.00 1.34 34.08 104.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.670 ft 1 0.106 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.57 170.39 1600.00 0.45 11.49 104.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.670 ft 1 0.177 0.184 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 283.98 1600.00 0.75 19.15 104.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00. Length=11.670 ft 1 0.316 0.328 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.66 505.34 1600.00 1.34- 34.08 104.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length=11.670 ft 1 0.106 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.57 170.39 1600.00 0.45 11.49 104.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+L+H 1 0.1627 5.878 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.832 1.832 Overall MINimum 0.934 0.934 +D+H 0.898 0.898 +D+L+H 1.832 1.832 +D+Lr+H 0.898 0.898 +D+S+H . 0.898 0.898 +D+0.750Lr+0.750L+H 1.598 1.598 +D+0.750L+0.750S+H 1.598 1.598 +D+0.60W+H 0.898 0.898 +D+0.750Lr+0.750L+0.450W+H 1.598 1.598 +D+0.750L+0.750S+0.450W+H 1.598 1.598 +0.60D+0.60W+0.60H 0.539 0.539 +D+0.70E+0.60H 0.898 0.898 +D+0.750L+0.750S+0.5250E+H 1.598 1.598 +0.60D+0.70E+H 0.539 0.539 D Only 0.898 0.898 LOnly 0.934 0.934 H Only • Mills, Short & Associates Project Title: Ferreire Residence page 15 of 20 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Vero Beach, FL 32960 Project ID: 21-3570 p Mills, Short C. Associates (772)226-7282 Project Descr: Structural Beam Analysis Wood Beam Printed: 3 DEC 2021, 10:56AIV Software copyright ENERCALC, INC. 1983-2020, DESCRIPTION: BM - 5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 17.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0350, L = 0.040 ksf, Tributary Width = 2.0 ft Maximum Bending Stress Ratio = 0.667.1 Maximum Shear Stress Ratio = 0.498 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 666.92 psi fv: Actual = 32.39 psi Fb: Allowable = 1,000.00psi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.665ft Location of maximum on span = 16.445 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.202 in Ratio = 1031 >=360 Max Upward Transient. Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.413 in Ratio = 503>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length=17.330 ft 1 0.379 0.284 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length=17.330 ft 1 0.667 0.498 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length=17.330 ft 1 0.273 0.204 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length =17.330 ft 1 0.297 0.222 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 Length=17.330 ft 1 0.468 0.350 1.25 1.000 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 Length = 17.330 ft 1 0.509 0.380 1.15 1.000 1.00 1.00 C m C t C L. Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.15 341.49 900.00 0.65 16.59 58.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 6.15 666.92 1000.00 1.28 32.39 65.00 1.00 1.00 1.00 0.00 .0.00 0.00 0.00 1.00 1.00 1.00 3.15 341.49 1250.00 0.65 16.59 81.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.15 341.49 1150.00 0.65 16.59 74.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.40 585.56 1250.00 1.12 28.44 81.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.40 585.56 1150.00 1.12 28.44 74.75 • Mills, Short & Associates Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226 72a2 Project D'escr:Structural Beam Analysis Page 16 of 20 Printed: 3 DEC 2021, 10:56AN File: Ferreire..8 Wood Beam Software copyright ENERCALC, INC.1983-2020; Buildi12.20.8.2, i.i i• DESCRIPTION: BM - 5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1,.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.213 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 341.49 1600.00 0.65 16.59 104.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 28.44 104.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 28.44 104.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.128 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 204.89 1600.00 0.39 9.95 104.00 +D+0.70E+0.60H . 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.213 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 341.49 1600.00 0.65 16.59 104.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00. 0.00 Length=17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 28.44 104.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.128 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 204.89 1600.00 0.39 9.95 104.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. Y' Defl Location in Span +D+L+H 1 0.4133 8.728 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.421 1.421 Overall MINimum 0.693 0.693 +D+H 0.727 0.727 +D+L+H 1.421 1.421 +D+Lr+H 0.727 0.727 +D+S+H ( 0.727 0.727 +D+0.750Lr+0.750L+H 1.247 1.247 +D+0.750L+0.750S+H 1.247 1.247 +D+0.60W+H 0.727 0.727 +D+0.750Lr+0.750L+0.450W+H 1.247 1.247 +D+0.750L+0.750S+0.450W+H 1.247 1.247 +0.60D+0.60W+0.60H 0.436 0.436 +D+0.70E+0.60H 0.727 0.727 +D+0.750L+0.750S+0.5250E+H 1.247 1.247 +0.60D+0.70E+H 0.436 0.436 D Only 0.727 0,727 L Only 0.693 0.693 H Only Mills, Short & Associates 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Wood Beam KW-06010987 DESCRIPTION: BM - 6 CODE REFERENCES Calculations per NDS 2018, IBC 2018,)CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Project Title: Ferreire Residence Engineer: Jason W. Short, P.E. M.AS( Page 17 of 20 Project ID: 21-3570 Project Descr: Structural Beam Analysis Printed: 23 NOV 2021; 2:42PN File: Ferreire.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.2• Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Fc - Perp Wood Grade Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 17.330 ft 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi 65.0 psi 65.0 psi E : Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 1,300.0 ksi Density 34.0 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0350, L = 0.040 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress. Ratio = 0.667.1 Maximum Shear Stress Ratio = 0.498 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual = 666.92psi fv: Actual = 32.39 psi Fb: Allowable = 1,000.0opsi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.665ft Location of maximum on span = 16.445ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.202 in Ratio = 1031 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.413 in Ratio = 503 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=-17.330 ft 1 0.379 0.284 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.15 341.49 900.00 0.65 16.59 58.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.330 ft 1 0.667 0.498 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.15 666.92 1000.00 1.28 32.39 65.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.330 ft 1 0.273 0.204 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.15 341.49 1250.00 0.65 16.59 81.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.297 0.222 1.15 1.060 1.00 1.00 1.00 1.00 1.00 3.15. 341.49 1150.00 0.65 16.59 74.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.468 0.350 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1250.00 1.12 28.44 81.25 +D+0.750L+0.750S+H 1.000 1.00 1.06 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.509 0.380 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1150.00 1.12 28.44 74.75 Mills, Short & Associates 1 9 700 22nd Place Suite 2C Mills, Short 8 Associates Vero Beach, FL 32960 (772)226-7282 Wood Beam i.i i.. DESCRIPTION: , BM - 6 Project Title: Ferreire Residence i Engineer: Jason W. Short, P.E. M.AS( Page 18 of 20 Project ID: 21-3570 ' Project Descr: Structural Beam Analysis Printed: 23 NOV 2021, 2:42PIV File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2, Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv Pv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.213 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 ' 3.15 341.49 1600.60 0.65 16.59 104.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 .28.44 104.00 +D+0.750L+0.750S+0'450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 28.44 104.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.128 0.096 1.60 1.00Q 1.00 1.00 1.00 1.00 1.00 1.89 204.89 1600.00 0.39 9.95 104.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.330 ft 1 6.213 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.15 341.49 1600.00 0.65 16.59 104.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.366 0.273 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 585.56 1600.00 1.12 28.44 104.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.330 ft 1 0.128 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 204.89 1600.00 0.39 9.95 104.00 Overall Maximum. Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.4133 8.728 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.421 1.421 Overall MlNimum 0.693 0.693 +D+H 0.727 0.727 +D+L+H 1.421 1.421 +D+Lr+H 0.727 0.727 +D+S+H 0.727 0.727 +D+0.750Lr+0.750L+H 1.247 1.247 +D+0.750L+0.750S+H 1.247 1,247 +D+0.60W+H 0.727 0.727 +D+0.750Lr+0.750L+0.450W+H 1.247 1.247 +D+0.750L+0.750S+0.450W+H 1.247 1.247 +0.60D+0.60W+0.60H 0.436 0.436 +D+0.70E+0.60H 0.727 0.727 +D+0.750L+0.750S+0.5250E+H 1.247 1.247 +0.60D+0.70E+H 0.436 0.436 D Only 0.727 0.727 L Only 0.693 0.693 H Only Mills, Short & Associates. Project Title: Ferreire Residence 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.ASC Page 19 of 20 I� Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short 8 Associates (772)226-7282 Project Descr: Structural Beam Analysis Printed: 22 NOV 2021, 3:22PN Wood Beam File: Ferreire.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.2. DESCRIPTION: BM - 7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable 'Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 1,300.0 ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.Opcf Beam Bracino Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0350, Lr = 0.020, L = 0.040, W =-0.0850 ksf, Tributary Width = 3.50 ft Partial Length Uniform Load : D = 0.1440, W = -0.440 k/ft, Extent = 0.0 -->> 11.670 ft Maximum Bending Stress Ratio = 0.7761 Maximum Shear Stress Ratio = 0.805 :1 Section used for this span 5.25x11.25 Section_ used for this span 5.25x11.25 fb: Actual = 775.58 psi fv: Actual = 52.30 psi Fb: Allowable = 1,000.0Opsi Fv: Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.835ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1' Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio = 1929 > 360 -Max Upward Transient Deflection -0.382 in Ratio = 366>=360 Max Downward Total Deflection 0.227 In Ratio = 616 >=180 Max Upward Total Deflection -0.142 In Ratio = 985>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +D+H Length=11.670 ft 1 0.575 0.596 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 11.670 ft 1 0.776 0.805 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length=11.670 ft 1 0.517 0.537 .1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length=11.670 ft 1 0.450 0.467 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 .1.00 1.00 Length=.11.670 ft 1 0.646 0.670 1.25 1.000 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 C m C t C L Moment Values M fb F'b V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.77 517.33 900.00 1.37 34.89 58.50 1.00 1.00 1.00 0:00 0.00 0.00 0.00 1.00 1.00 1.00 TM 775.58 1000.00 2.06 52.30 65.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.97 646.46 1250.00 1.72 43.59 81.25 1:00 1.00 1.00 0.00 0.00 0.00 0.00 1,00 1.00 1.00 4.77 517.33 1150.00 1.37 34.89 74.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.46 807.87 1250.00 2.15 54.48 81.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Mills, Short & Associates Project Title: Ferreire Residence i Page 20 of 20 700 22nd Place Suite 2C Engineer: Jason W. Short, P.E. M.AS( Vero Beach, FL 32960 Project ID: 21-3570 Mills, Short P, Associates (772)226-7282 Project Descr: Structural Beam Analysis Printed: 22 NOV 2021, 3:22PN File: Fer:12.2 ec6 Wood Beam Software copyright ENERCALG, INC.1983-2020, BuiId12:20.8.2• KW-06010987 Mills, Short & Associate. DESCRIPTION: - BM - 7 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length=11.670 ft 1 0.618 0.641 1.15 1.000 +D+0.60W+H 1.000 Length=11.670 ft 1 0.187 0.194 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length=11.670 ft 1 0.122 0.127 1.60 1.000 +D+0.750L+0.750S+0.450W+H 1.000 Length=11.670 ft 1 0.062 0.064 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length=11.670 ft 1 0.316 0.328 1.60 1.000 +D+0.70E+0.60H 1.000 Length=11.670 ft 1 0.323 0.335 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 Length=11.670 ft 1 0.444 0.461 1.60 1.000 +0.60D+0.70E+H 1.000 Length=11.670 ft 1 0.194 0.201 1.60 1.000 Overall Maximum Deflections CI Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb F'b 6.56 711.02 1150:00 0.00 2.76 298.04 1600.00 0.00 1.81 195.67 1600:00 0.00 0.91 98.82 1600.00 0.00 4.67 505.87 1600.00 0.00 4.77 517.33 1600.00 0.00 6.56 711.02 1600.00 0.00 2.86 310.40 1600.00 Shear Values V fv 1.89 47.95 0.00 0.00 0.79 20.16 0.00 0.00 0.52 13.19 0.00 0.00 0.26 6.66 0.00 0.00 1.34 34.11 0.00 0.00 1.37 34.89 0.00 0.00 1.89 47.95 0.00 0.00 0.82 20.93 F'v 74.75 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 0.00 104.00 Load Combination Span Max. "-" Defl Location in Span Load Combination - Max. "+" Defl Location in Span 1 0.0000 0.000 W Only-0.3823 5.878 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MMmum -4.303 4.303 Overall MINimum 0.817 0.817 +D+H 1.636 1.636 +D+L+H 2.453 2.453 +D+Lr+H 2.045 2.045 +D+S+H 1.636 1.636 +D+0.750Lr+0.750L+H 2.555 2.555 +D+0.750L+0.750S+H 2.249 2.249 +D+0.60W+H -0,946 -0.946 +D+0.750Lr+0.750L+0.450W+H 0.619 0.619 +D+0.750L+0.750S+0.450W+H 0.313 0.313 +O.60D+0.60W+0.60H -1.600 -1.600 +D+0.70E+0.60H 1.636 1.636 +D+0.750L+0.7509+0.5250E+H 2.249 2.249 +0.60D+0.70E+H 0.982 0.982 D Only 1.636 -1.636 Lr Only 0.408 0.408 L Only 0.817 0.817 W Only 4.303 -4.303 H Only