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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - M20-00008 - 3620 Yosemite Cir - New SFR (2) Structural Calculations Project Name: Project Location:43.887, -111.848 Rexburg, Idaho 83440 Project Number:5930120 Date: Detailed Drafting Emery Residence (Rexburg) 5930120 2/4/2020 Valid Wet Stamp In Red This report is for the project and location listed. It may not be reused, copied or reproduced without written consent. 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com P R O F E S S I O N A L E N G I N E E R L I C E NSED S T A T E O F I D A H O P A U L ROL L I N S T H O R L E Y 13074 02/04/2020 Project No: 5930120 Page 1 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Table of Contents Table of Contents ...................................................................................................................... 1 1. Design Criteria ...................................................................................................................... 2 2.1 Loads - Snow ...................................................................................................................... 4 2.2 Loads - Dead / Live............................................................................................................. 5 2.3 Loads - Earthquake ............................................................................................................ 7 2.4 Loads - Wind ...................................................................................................................... 9 3.1 LFRS - Wood Sheathing / Diaphragms ............................................................................. 11 3.2 LFRS - Wood Shear Walls ................................................................................................ 12 4.1 VFRS - Wood Bearing Walls ............................................................................................ 15 4.2 VFRS - Wood Joists ......................................................................................................... 20 4.3 VFRS - Beams / Posts ...................................................................................................... 24 5.1 Foundation - Concrete Walls / Footings ............................................................................ 58 Project No: 5930120 Page 2 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 1. Design Criteria Project information Address / location * = 43.887, -111.848 Area / subdivision Area / subdiv. No. 1 = Other City, county = Rexburg (Madison county) State, Zip Code = Idaho 83440 * The structural calculations report and corresponding construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written consent. Jurisdiction / occupancy information Jurisdiction = Idaho Building code = Idaho Administrative Code (IDAPA) 07.03.01.004 Model building code = 2012 IRC 2018 IBC 101.2 & IRC R301.1.3 Use and occupancy classification = Residential - 1-unit dwelling (R) Risk category = Not occupancy categories I, III, IV (II) ** Building code compliance of non-structural issues is not addressed. Refer to the architect or designer for compliance. Deferred submittals Prefabricated metal plate wood trusses - roof (truss manufacturer) Project No: 5930120 Page 3 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Environmental load parameters Earthquake Latitude, longitude = 43.879219, -111.85247 Mapped short period Ss = 0.346 2018 IBC Figure 1613.2.1(1) Mapped 1-sec. period S1 = 0.138 2018 IBC Figure 1613.2.1(2) Wind Basic design wind speed V = 105 mph 2018 IBC Figure 1609.3(1), 1609.3(2), 1609.3(3) Exposure category = C 2018 IBC 1609.4.3 Soil Geotechnical design basis † Area / subdiv. No. 1 = Presumptive values, 2018 IBC Table 1806.2 Minimum frost cover = 36 in.2018 IBC 1809.5 Site class = D-Default Special requirements = Lateral active press. = 30 psf/ft Lateral at-rest press. = 60 psf/ft Lateral passive press. = 150 psf/ft Coeff. of friction = 0.25 Allow. vert. bearing Qa = 1500 psf Min. cont. footing = 18 in. Min. spot footing = 20 in. † It is recommended that a geotechnical investigation be conducted unless satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in 2018 IBC 1803.5.1-12. The structural calculations report and corresponding construction documents are only valid for the soil parameters listed herein. The design professional in responsible charge shall be notified if observations or field conditions differ. Snow Elevation (max) = 4836 ft Rain 15-min. rainfall intensity = in/hr 60-min. rainfall intensity = in/hr None Project No: 5930120 Page 4 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.1 Loads - Snow Ground snow loads (ASCE 7-16 Chap. 7.2) Basis = Jurisdiction defined County = Madison Elevation = 4836 ft Ground snow load Pg = 49 psf Flat roof snow loads (ASCE 7-16 Chap. 7.3) Basis = ASCE 7-16 Equation 7.3-1 Roof exposure definition = Roof exposure = Partial ASCE 7-16 Table 7.3-1 (notes a,b) Terrain category (wind) = C Exposure factor Ce = 1 ASCE 7-16 Table 7.3-1 Roof thermal condition = Thermal factor Ct = 1 ASCE 7-16 Table 7.3-2 Risk category = II Snow importance factor Is = 1 ASCE 7-16 Table 1.5-2 Flat roof snow load Pf = 34 psf ASCE 7-16 Equation 7.3-1 Not unheated nor a continuously heated greenhouse (ASCE 7-16 Table 7.3-2). Not fully exposed or sheltered (ASCE 7-16 Table 7.3-1, Notes a and b). Sloped roof snow loads (ASCE 7-16 Chap. 7.4) Basis = ASCE 7-16 Equation 7.4-1 Roof surface = Roof slope = 45 deg. Roof slope factor Cs = 0.63 ASCE 7-16 Chap. C7.4 Eave snow load Peave = 68 psf ASCE 7-16 Chap. 7.4.5 Balanced snow load Ps = 21 psf ASCE 7-16 Equation 7.4-1 Non-slippery (asphalt shingles, wood shingles, or shakes). Unbalanced roof snow loads (ASCE 7-16 Chap. 7.6) Hip and gable roofs Eave to ridge distance W = 19.67 ft Roof system = Truss Snow density gamma = 20 pcf ASCE 7-16 Equation 7.7-1 Height of balanced snow Hb = 1 ft ASCE 7-16 Chap. 7.7.1 Unbalanced snow load Ps = 21 psf ASCE 7-16 Chap. 7.6.1 Project No: 5930120 Page 5 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.2 Loads - Dead / Live Roof dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Asphalt shingles = 2 psf ASCE 7-16 Table C3.1-1a Felt or ready roofing, roof sheathing = 3 psf ASCE 7-16 Table C3.1-1a Wood trusses, misc = 5 psf Estimated Insulation, gypsum sheathing = 5 psf ASCE 7-16 Table C3.1-1a Roof DL No. 1 Total =15 psf Floor dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Floor sheathing = 2 psf ASCE 7-16 Table C3.1-1a Wood joists/trusses, MEP, misc = 6 psf ASCE 7-16 Table C3.1-1a Gypsum sheathing = 2 psf ASCE 7-16 Table C3.1-1a Interior Walls = 2 psf Estimated Floor DL No. 1 Total =12 psf 6" composite suspended concrete slab = 75 psf Estimated Floor DL No. 2 Total =75 psf Wall dead loads (2018 IBC 1606, ASCE 7-16 Table C3.1-1a) Interior stud walls = 10 psf ASCE 7-16 12.14.8.1 Exterior 2x6@16"o.c.,5/8" gyp, insul., 7/16" sheathing = 12 psf ASCE 7-16 Table C3.1-1a Roof live loads (2018 IBC 1607) Occupancy or use Unif. (psf)Conc. (lb)Ref. Roofs (ordinary construction) = 20 300 2018 IBC Table 1607.1 No. 26 Floor live loads (2018 IBC 1607) Occupancy or use Unif. (psf)Conc. (lb)Ref. Residential (1-2 unit dwelling) = 40 0 2018 IBC Table 1607.1 No. 25 Stairs and exits (residential 1-2 unit dwelling) = 40 300 2018 IBC Table 1607.1 No. 30 Decks = 60 0 2018 IBC Table 1607.1 No. 5 Load sets Live load (occupancy or use)(psf)Dead load (psf)Abbrev. Flat roof snow load 34 Roof DL No. 1 15 S 34 15 Residential (1-2 unit dwelling)40 Floor DL No. 1 12 L 40 12 Stairs and exits (residential 1-2 unit dwelling)40 Floor DL No. 1 12 Ex 40 12 Decks 60 Floor DL No. 1 12 D 60 12 Residential (1-2 unit dwelling)40 Floor DL No. 2 75 C 40 75 Project No: 5930120 Page 6 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Deflection limits (L/limit) (2018 IBC 1604.3.1) Construction L S or W D+L Roof members (supporting plaster ceiling) = 360 360 240 Floor members (joists) = 480 240 Floor members (beams/headers) = 360 240 Exterior walls and interior partitions (with other brittle finishes) = 240 Project No: 5930120 Page 7 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.3 Loads - Earthquake Seismic Design Criteria (2018 IBC 1613.2, ASCE 7-16 Chap. 11) Mapped acceleration parameters Latitude = 43.879 Longitude = -111.852 MCE short period Ss = 0.346 g MCE 1.0 sec. period S1 = 0.138 g Design acceleration parameters Site class = D-Default Site coefficient Fa = 1.523 Site coefficient Fv = 2.324 Adjusted short period SMS = 0.53 Design short period SDS = 0.35 Adjusted 1.0 sec. period SM1 = 0.32 Design 1.0 sec. period SD1 = 0.21 Risk category = II IRC Seismic design category = C Dead loads (2018 IBC 1606; ASCE 7-16 Chap. 12.7.2, Table C3.1-1a) Effective seismic snow weight = 7 psf ASCE 7-16 Chap. 12.7.2 Roof DL No. 1 = 15 psf Floor DL No. 1 = 12 psf Interior stud walls = 10 psf Exterior 2x6@16"o.c.,5/8" gyp, insul., 7/16" sheathing = 12 psf Exterior stud wall, synthetic (cultured) stone veneer = 27 psf Project No: 5930120 Page 8 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Equivalent Lateral Force Procedure (ASCE 7-16 Chap. 12.8) Primary LFRS Basic structural system =Bearing wall systems Seismic force-resisting system =Light-frame wood walls (wood sheathing) Structural design parameters Response modification factor R = 6.5 ASCE 7-16 Table 12.2-1 No. A15 System overstrength factor Omega = 3 ASCE 7-16 Table 12.2-1 No. A15 Deflection amplification factor Cd = 4 ASCE 7-16 Table 12.2-1 No. A15 Building height limit = 65 ft ASCE 7-16 Table 12.2-1 No. A15 Fundamental period Structure type = All other Approximate period parameter Ct = 0.02 ASCE 7-16 Table 12.8-2 Approximate period parameter x = 0.75 ASCE 7-16 Table 12.8-2 Height above base = 20.5 ft Approximate fundamental period Ta = 0.193 sec.ASCE 7-16 Equation 12.8-7 Approximate fundamental freq.n = 5.19 hz Long period transition period TL = 8 sec.ASCE 7-16 Figure 22-14 Seismic base shear Seismic importance factor Ie = 1.00 ASCE 7-16 Table 1.5-2 Seismic response coefficient Csmin = 0.015 ASCE 7-16 Equations 12.8-5,6 Seismic response coefficient Csmax = 0.171 ASCE 7-16 Equations 12.8-3,4 Seismic response coefficient Cs = 0.05 ASCE 7-16 Equation 12.8-2 Seismic base shear (LRFD)V = 7184 lb ASCE 7-16 Equation 12.8-1 Weight Parameters Total Permtr 1 Permtr 2 Area Weight Area Weight Weight Trib.(ft)(ft)(sf)(psf)(sf)(psf)(lb) 2 5 246 0 1,392 22 0 12 44,646 1 10 254 0 2,015 22 1,159 12 88,262 Total 132,908 Seismic Lateral Loads (ASCE 7-16 Chap. 12.8.3) Hx Fx LRFD ASD Level Height (ft)Floor (in)(ft)Cvx (lb)(lb)(lb) 2 9.0 12 20.50 0.5 3,486 3,486 2,440 1 10.0 0 11.00 0.5 3,698 7,184 5,029 Exterior Wall Roof Floor + Int Wall Vx (Shear walls) Project No: 5930120 Page 9 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 2.4 Loads - Wind Design wind pressure (2018 IBC 1609, ASCE 7-16 Chap. 26) Terrain exposure Surface roughness (upwind) = Exposure category = C 2018 IBC 1609.4.3 Terrain exp. constant alpha = 9.5 ASCE 7-16 Table 26.11-1 Terrain exp. constant Zg = 900 ASCE 7-16 Table 26.11-1 Terrain exp. constant Zmin = 15 ft ASCE 7-16 Table 26.11-1 Topographic factor Kzt = 1 ASCE 7-16 Chap. 26.8.2 Basic wind pressure Basic design wind speed V = 105 mph 2018 IBC Figure 1609.3(1), 1609.3(2), 1609.3(3) Structure type = Buildings - MWFRS Wind directionality factor Kd = 0.85 ASCE 7-16 Table 26.6-1 Risk category = II 2018 IBC Table 1604.5 Approx. fundamental freq. = 5.19 hz Structure type = Rigid ASCE 7-16 Chap. 26.2 Gust effect factor G = 0.85 ASCE 7-16 Chap. 26.11.1 Enclosure = Roof pitch = 12:12 Internal pressure coeff.GCpi = 0.18 ASCE 7-16 Chap. 26.13, Table 26.13-1 Basic velocity pressure q = 20.14 psf ASCE 7-16 Equation 26.10-1 Directional Procedure: Components and cladding (ASCE 7-16 Chap. 30.3) Roof mean height h = 22.8 ft ASCE 7-16 Chap. 26.2 Effective wind area (component) Aeff = 31 sf Velocity press. exp. coeff.Kh = 0.93 ASCE 7-16 Table 26.10-1 Note 1. Velocity pressure qh = 18.68 psf ASCE 7-16 Equation 26.10-1 Pressure coefficient End Interior Positve GCp = 0.91 0.91 ASCE 7-16 Figure 30.3-1 Negative GCp = -1.23 -1.01 ASCE 7-16 Figure 30.3-1 Maximum pressure max p = 26.27 22.29 psf ASCE 7-16 Equation 30.3-1 Open terrain with scattered obstructions having heights generally less than 30 ft. Enclosed (A building having less than 4 sq ft of openings in each wall) Project No: 5930120 Page 10 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Elevation Geometry Trib.Max roof Level Height (ft)Front Side Elev. (ft)Gable Sloped Gable Sloped 2 4.8 46.5 38 32 43 461 62 101 1 10.0 75.83 47.83 26.5 92 315 0 149 Directional Procedure: MWFRS external pressure coefficients (ASCE 7-16 Chap. 26.10, Figure 27.3-1 weighted Cp for sloped / gabled area) Level Roof Level Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp 2 0.37 0.07 -0.59 -0.59 0.53 0.30 -0.52 -0.52 1 0.48 0.18 -0.58 -0.58 0.40 0.00 -0.60 -0.60 Windward Leeward Side Windward Leeward Side Walls 0.80 -0.50 -0.70 0.80 -0.38 -0.70 Directional Procedure: MWFRS wind pressures (ASCE 7-16 Chap. 26.10.1, Table 26.10-1)) Level Elev. (ft)Kz qz (psf)+GCpi -GCpi Total +GCpi -GCpi Total Walls - Leeward Max h 20.50 0.91 18.26 -11.05 -4.47 -9.23 -2.66 Walls - Windward 2 20.50 0.91 18.26 9.13 15.70 20.17 9.13 15.70 18.36 1 11.00 0.85 17.09 8.34 14.91 19.38 8.34 14.91 17.57 Roofs - Leeward 2 32.00 1.00 20.05 -13.69 -6.47 -12.43 -5.21 1 26.50 0.96 19.27 -12.93 -5.99 -13.30 -6.36 Roofs - Windward 2 32.00 1.00 20.05 -2.45 9.94 16.41 1.58 12.62 17.83 1 26.50 0.96 19.27 -0.51 11.36 17.35 -3.47 10.02 16.38 Directional Procedure: Wind Lateral Loads (ASCE 7-16 Chap. 27.2-27.3) Walls Roof Fx (ASD)Vx (ASD)Walls Roof Fx (ASD)Vx (ASD) Level (lb)(lb)(lb)(lb)(lb)(lb)(lb)(lb) 2 2,673 4,963 7,637 7,637 1,988 1,744 3,732 3,732 1 7,199 4,238 11,436 19,073 4,549 1,464 6,013 9,745 Front Proj. A (sf) SideFront Side Proj. A (sf) Front, Cp Side, Cp Front pressure (psf)Side pressure (psf) Windward LeewardWindwardLeeward Horiz. dim. (ft) Project No: 5930120 Page 11 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 3.1 LFRS - Wood Sheathing / Diaphragms Sheathing analysis APA Engineered Wood Construction Guide, Form No. E30W (2016 APA) Allow Location Label LL (psf)DL (psf)Size Rating LL (psf)Result Roof S 34 15 34 15 7/16"24/16 41 OK 17% Floor L 40 12 40 12 3/4"48/24 335 OK 88% Diaphragm parameters Minimum Seismic Wind Horz.Wind Horz.Sheathing Level Fpx MWFRS dim. (ft)MWFRS dim. (ft)Thickness Edge 1 Edge 2 Blocking 2 2,440 7,637 46.5 3,732 38 7/16"8d @ 6"8d @ 6"Unblocked 1 4,342 11,436 75.83 6,013 47.83 15/32"8d @ 6"8d @ 6"Unblocked Diaphragm analysis Max Diaphragm Level Span (ft)Wind Seismic Line L (ft)Layout v (plf)Allow (plf)v (plf)Allow (plf) Transverse (front) direction 2 46.5 3,818 1,220 38 Case 1 100 322.5 32 230 1 75.83 5,718 2,171 47.83 Case 1 120 335 45 240 Longitudinal (side) direction 2 38 1,866 1,220 46.5 Case 3 40 237.5 26 170 1 47.83 3,007 2,171 75.83 Case 3 40 252.5 29 180 Diaphragm Nailing Longitudinal (side) Reaction Load (lb) Transverse (front) Applied loads (OOP) 24 Sheathing Wind 16 Support spacing (in.) Seismic Chord Analysis Max % Total Chord Level Span (ft)Depth (ft)Load Force (lb)Collector Type Allow (lb) Transverse (front) direction on Diaph. 2 46.5 38 100%1,168 TP Splice (12) 16d 2,700 1 75.83 48 100%2,266 TP Splice (12) 16d 2,700 Longitudinal (side) direction 2 38 47 100%381 TP Splice (12) 16d 2,700 1 47.83 76 100%474 TP Splice (12) 16d 2,700 Strut Analysis Line Strut % Total Strut Level Length (ft)Length (ft)Load Force (lb)Collector Type Allow (lb) Transverse (front) direction 2 38 19 50%1,909 TP Splice (12) 16d 2,700 1 47.83 22 50%2,630 TP Splice (12) 16d 2,700 Longitudinal (side) direction 0 2 46.5 23 50%933 TP Splice (12) 16d 2,700 1 75.83 38 50%1,503 TP Splice (12) 16d 2,700 Project No: 5930120 Page 12 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 3.2 LFRS - Wood Shear Walls Basement Level - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =2,611 830 E =688 219 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 7 15 4 0 0 SW1 55 365 15 260 0.02 0 2 6.5 4 0 0 SW2 402 533 106 350 0.11 1,1805/8" A.B. @ 32"HDU2-SDS2.5 5,029 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32" 19,073 Level 1 - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =5,315 3,916 3,600 2,410 1,926 610 830 465 E =1,401 1,033 949 635 508 161 219 123 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 1 5.5 10 0 0 SW1 221 365 58 260 0.35 1,878 1 18.5 10 0 0 SW1 221 365 58 260 0.23 1,016 2 1.33 10 0 0 PORTAL FRAME398754 105 468 0.39 3,861 2 2 10 0 0 PORTAL FRAME398906 105 563 0.38 3,800 2 6.5 10 0 0 SW2 398 533 105 350 0.40 3,411 3 8.83 10 0 0 SW2 408 533 108 350 0.34 3,183 4 11.67 10 0 0 SW1 206 365 54 260 0.22 883 5 3 10.5 0 0 SW1 163 209 43 149 0.51 1,569 5 3 10.5 0 0 SW1 163 209 43 149 0.51 1,569 5 8.83 10 3 5 SW1 163 365 43 260 0.17 777 6 8.83 10 0 0 SW1 69 365 18 260 0.07 0 7 15 10 0 0 SW1 55 365 15 260 0.06 0 8 22 10 3 5 SW1 24 342 6 243 0.03 0 5/8" A.B. @ 32"STHD10 5/8" A.B. @ 32"LSTHD8 10d @ 4" 5/8" A.B. @ 32" 19,073 5,029 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32" 5/8" A.B. @ 32"LSTHD8 STHD14 STHD14 10d @ 4"MST48 Project No: 5930120 Page 13 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Level 1 - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =1,800 3,576 1,231 1,018 754 1,054 312 E =929 1,846 635 525 389 544 161 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) A 23 20 12.67 5 SW1 174 365 90 260 0.75 0 B 14 10 5.33 5 SW1 206 340 106 242 0.45 808 B 4.33 10 0 0 SW1 206 316 106 225 0.94 1,892 B 4.33 10 0 0 SW1 206 316 106 225 0.94 1,892 C 15 10 8 6 SW1 176 179 91 128 0.74 1,851 D 14.83 10 5.33 5 SW1 60 294 31 209 0.15 163 D 10 10 2.67 5 SW1 60 236 31 168 0.14 238 F 4.75 10 0 0 SW1 222 347 115 247 0.82 1,765 G 6 10 0 0 SW1 52 365 27 260 0.11 0 E 26 10 8 5 SW1 42 221 22 158 0.10 05/8" A.B. @ 32" 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32" 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32" 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 5/8" A.B. @ 32"LSTHD8 9,745 5,029 Wall segment LFRS Anchorage Hold-down Type Type Level 2 - Transverse LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W =1,276 2,739 2,529 1,093 E =408 875 808 349 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) 1 13.83 9 0 0 SW1 92 365 38 260 0.14 0 2 6.83 20 0 0 SW3 401 468 167 335 1.35 7,469 3 6.17 9 0 0 SW2 410 533 170 350 0.65 3,281 4 18.5 9 0 0 SW1 59 365 25 260 0.09 0 10d @ 4"MST48 10d @ 4" Type Type 10d @ 4" 5/8" A.B. @ 32"HDU11-SDS2.5 7,637 2,440 Wall segment LFRS Anchorage Hold-down Project No: 5930120 Page 14 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Level 2 - Longitudinal LFRS (2018 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb Line A B C D E F G H I J K L M N O W =705 1,956 1,072 E =461 1,279 701 Opening (ft) Line L (ft)h (ft)b total h max Type Wind Allow Seismic Allow D (in.)T (lb) A 15.33 20 11.33 7 SW2 176 304 150 200 0.93 0 B 14.33 9 8 5 SW1 162 365 138 260 0.55 424 B 5.75 9 0 0 SW1 162 365 138 260 0.85 960 C 15 9 5.33 5 SW1 111 295 94 210 0.56 71110d @ 4"CS16 10d @ 4"CS16 10d @ 4"CS16 2,440 Wall segment LFRS Anchorage Hold-down Type Type 5/8" A.B. @ 32" 3,732 Project No: 5930120 Page 15 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.1 VFRS - Wood Bearing Walls Wall Wall 1 2 X 6 DF #2 @ 12 in. o.c. Section =1 Level =Main Height =20.71 ft Label =2 X 6 DF #2 @ 12 in. o.c. Result =OK Wind Deflection Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 34 15 34 15 16.75 L 40 12 40 12 0 Lateral out-of-plane (OOP) pressure Seismic =1.7 psf H =20.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.35 s =12 in. o.c.Wind zone =Interior Aeff =20.7 sf Lateral out-of-plane (OOP) pressure =22 psf Kz =0.90 Combined axial / bending stress factor (CSF)=0.77 qz =18.3 psf Lateral out-of-plane deflection (L/Defl.)=294 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =5.5 in.CF (Fb) =1.30 S =7.56 in.3 Fc* =2376 psi Area =8.25 in.2 Cp =0.09 I =20.8 in.4 F'c =229 psi Weight =47.5 lb fc =48 psi Combo 5 Slenderness Ratio Ratio fc =100 psi Combo 6 x-x axis =45.2 y-y axis =0.0 Wind Forces Govern Design Cr =1.35 M (ASD)=702 lb-ft Column Stability F'b =2527 psi CF (Fc)=1.10 fb =1114 psi Cd =1.15 Fc =1350 psi CSF =0.6 Combo 5 c =0.8 CSF =0.77 Combo 6 FcEx =234 psi CSF =0.25 Combo 7 FcEy =0 psi Fc*=1708 psi Wind Deflection Cp =0.13 Deflection =0.84 in. F'c =227 psi fc =117 psi Vertical Load (plf) 100 968 1,822 Project No: 5930120 Page 16 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 2 2 X 6 DF Stud @ 16 in. o.c. Section =2 Level =Main Height =9.71 ft Label =2 X 6 DF Stud @ 16 in. o.c. Result =OK Combo 5: D + (0.6W) Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 34 15 34 15 15.25 L 40 12 40 12 0 Lateral out-of-plane (OOP) pressure Seismic =1.7 psf H =9.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.35 s =16 in. o.c.Wind zone =End Aeff =12.9 sf Lateral out-of-plane (OOP) pressure =24 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.25 qz =17.09 psf Lateral out-of-plane deflection (L/Defl.)=1,702 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =5.5 in.CF (Fb) =1.00 S =7.56 in.3 Fc* =1360 psi Area =8.25 in.2 Cp =0.55 I =20.8 in.4 F'c =750 psi Weight =22.2 lb fc =48 psi Combo 5 Slenderness Ratio Ratio fc =111 psi Combo 6 x-x axis =21.2 y-y axis =0.0 Wind Forces Govern Design Cr =1.35 M (ASD)=227 lb-ft Column Stability F'b =1512 psi CF (Fc)=1.00 fb =360 psi Cd =1.15 Fc =850 psi CSF =0.25 Combo 5 c =0.8 CSF =0.22 Combo 6 FcEx =934 psi CSF =0.04 Combo 7 FcEy =0 psi Fc*=978 psi Wind Deflection Cp =0.67 Deflection =0.07 in. F'c =660 psi fc =132 psi Vertical Load (plf) 50 814 3,867 Project No: 5930120 Page 17 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 3 2 X 4 DF Stud @ 16 in. o.c. Section =3 Level =Main Height =9.71 ft Label =2 X 4 DF Stud @ 16 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 34 15 34 15 0 L 40 12 40 12 14.75 Lateral out-of-plane (OOP) pressure Seismic =1.7 psf H =9.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.50 s =16 in. o.c.Wind zone =0 Aeff =12.9 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.59 qz =17.09 psf Lateral out-of-plane deflection (L/Defl.)=2,756 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.10 S =3.06 in.3 Fc* =1428 psi Area =5.25 in.2 Cp =0.24 I =5.36 in.4 F'c =355 psi Weight =14.2 lb fc =48 psi Combo 5 Slenderness Ratio Ratio fc =160 psi Combo 6 x-x axis =33.3 y-y axis =0.0 Seismic Forces Govern Design Cr =1.15 M (ASD)=19 lb-ft Column Stability F'b =1417 psi CF (Fc)=1.05 fb =73 psi Cd =1 Fc =850 psi CSF =0.08 Combo 5 c =0.8 CSF =0.2 Combo 6 FcEx =378 psi CSF =0.27 Combo 7 FcEy =0 psi Fc*=893 psi Seismic Deflection Cp =0.37 Deflection =0.04 in. F'c =337 psi fc =197 psi Vertical Load (plf) 0 778 1,318 Project No: 5930120 Page 18 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 4 2 X 6 DF Stud @ 16 in. o.c. Section =4 Level =Main Height =9.71 ft Label =2 X 6 DF Stud @ 16 in. o.c. Result =OK Combo 5: D + (0.6W) Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 34 15 34 15 0 L 40 12 40 12 0 Lateral out-of-plane (OOP) pressure Seismic =1.7 psf H =9.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.35 s =16 in. o.c.Wind zone =Interior Aeff =12.9 sf Lateral out-of-plane (OOP) pressure =20 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.20 qz =17.09 psf Lateral out-of-plane deflection (L/Defl.)=2,006 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =5.5 in.CF (Fb) =1.00 S =7.56 in.3 Fc* =1360 psi Area =8.25 in.2 Cp =0.55 I =20.8 in.4 F'c =750 psi Weight =22.2 lb fc =3 psi Combo 5 Slenderness Ratio Ratio fc =3 psi Combo 6 x-x axis =21.2 y-y axis =0.0 Wind Forces Govern Design Cr =1.35 M (ASD)=192 lb-ft Column Stability F'b =1512 psi CF (Fc)=1.00 fb =305 psi Cd =1.15 Fc =850 psi CSF =0.2 Combo 5 c =0.8 CSF =0.15 Combo 6 FcEx =934 psi CSF =0.02 Combo 7 FcEy =0 psi Fc*=978 psi Wind Deflection Cp =0.67 Deflection =0.06 in. F'c =660 psi fc =3 psi Vertical Load (plf) 0 17 3,867 Project No: 5930120 Page 19 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Wall Wall 5 2 X 4 DF Stud @ 16 in. o.c. Section =5 Level =Basemt Height =6.71 ft Label =2 X 4 DF Stud @ 16 in. o.c. Result =OK Combo 7: D + 0.75(0.7E) + 0.75L + 0.75S Vertical Load Label LL (psf)DL (psf)Trib (ft)Line DL (plf)Total Capacity S 34 15 34 15 0 L 40 12 40 12 15.25 Lateral out-of-plane (OOP) pressure Seismic =1.7 psf H =6.71 ft Stud Fac.2015 SDPWS Table 3.1.1.1 =1.00 s =16 in. o.c.Wind zone =0 Aeff =8.9 sf Lateral out-of-plane (OOP) pressure =0 psf Kz =0.84 Combined axial / bending stress factor (CSF)=0.43 qz =17.09 psf Lateral out-of-plane deflection (L/Defl.)=8,354 Geometric Properties Combined Axial & Bending Width =1.5 in.Cd =1.60 Depth =3.5 in.CF (Fb) =1.10 S =3.06 in.3 Fc* =1428 psi Area =5.25 in.2 Cp =0.47 I =5.36 in.4 F'c =673 psi Weight =9.8 lb fc =48 psi Combo 5 Slenderness Ratio Ratio fc =165 psi Combo 6 x-x axis =23.0 y-y axis =26.8 Seismic Forces Govern Design Cr =1 M (ASD)=9 lb-ft Column Stability F'b =1232 psi CF (Fc)=1.05 fb =35 psi Cd =1 Fc =850 psi CSF =0.04 Combo 5 c =0.8 CSF =0.06 Combo 6 FcEx =792 psi CSF =0.09 Combo 7 FcEy =582 psi Fc*=893 psi Seismic Deflection Cp =0.53 Deflection =0.01 in. F'c =475 psi fc =203 psi 0 800 1,861 Vertical Load (plf) Project No: 5930120 Page 20 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.2 VFRS - Wood Joists Summary FJ 01 11-7/8" TJI 210 @ 16" O.C. Mark =FJ 01 Center span =15 ft Section =11-7/8" TJI 210 @ 16" O.C. Result =Section adequate by 48%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever L 40 12 Floor 40 12 0 0 Beam Adjustment Factors Cd =1 CF / CV =1 Cr =1 Reference Allowable Loads Support Moment =3795 lb-ft Left Right Shear =1655 lb Left (in.)1.75 1.75 R1 =1005 lb Web stiffener No WS No WS R2 =1005 lb Section and Material Properties Flange Reactions d =1.375 in.Left Right b =2.0625 in.Roof LL (lb)0 0 Web Floor LL (lb)400 400 h =9.125 in.DL (lb)120 120 Panel Total load (lb)520 520 t =0.75 in. C. Factor =0.45 Uplift Joist Properties Left Joist K =4.5 Roof LL (lb)0 Joist EI =368308531 in.2-lb Floor LL (lb)0 Comp. EI =473974018 in.2-lb DL (lb)0 Effec. EI =386538308 in.2-lb Total uplift (lb)0 Partition DL (psf) Project No: 5930120 Page 21 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary FJ 02 (2) 11-7/8" TJI 210 @ 16" O.C. Mark =FJ 02 Center span =19.75 ft Section =(2) 11-7/8" TJI 210 @ 16" O.C. Result =Section adequate by 44%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever L 40 12 Floor 40 12 0 0 Beam Adjustment Factors Cd =1 CF / CV =1 Cr =1 Reference Allowable Loads Support Moment =7590 lb-ft Left Right Shear =3310 lb Left (in.)1.75 1.75 R1 =2010 lb Web stiffener No WS No WS R2 =2010 lb Section and Material Properties Flange Reactions d =1.375 in.Left Right b =2.0625 in.Roof LL (lb)0 0 Web Floor LL (lb)527 527 h =9.125 in.DL (lb)158 158 Panel Total load (lb)685 685 t =0.75 in. C. Factor =0.45 Uplift Joist Properties Left Joist K =9 Roof LL (lb)0 Joist EI =668486113 in.2-lb Floor LL (lb)0 Comp. EI =821002428 in.2-lb DL (lb)0 Effec. EI =715951093 in.2-lb Total uplift (lb)0 Partition DL (psf) Project No: 5930120 Page 22 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RR 01 2 X 10 @ 24" O.C. Mark =RR 01 Center span =9.75 ft Section =2 X 10 @ 24" O.C. Result =Section adequate by 44%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever S 34 15 Roof 34 15 0 0 Beam Adjustment Factors Cd =1.15 CF / CV =1.1 Cr =1 Reference Allowable Loads Support Moment =2029 lb-ft Left Right Shear =1665 lb Left (in.)1.75 1.75 R1 =1640.625 lb Web stiffener No WS No WS R2 =1640.625 lb Section and Material Properties Flange Reactions d =0 in.Left Right b =0 in.Roof LL (lb)332 332 Web Floor LL (lb)0 0 h =0 in.DL (lb)207 207 Panel Total load (lb)538 538 t =0 in. C. Factor =0 Uplift Joist Properties Left Joist K =738.46154 Roof LL (lb)0 Joist EI =0 in.2-lb Floor LL (lb)0 Comp. EI =0 in.2-lb DL (lb)0 Effec. EI =158290625 in.2-lb Total uplift (lb)0 Partition DL (psf) Project No: 5930120 Page 23 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RR 02 2 X 6 @ 24" O.C. Mark =RR 02 Center span =2 ft Section =2 X 6 @ 24" O.C. Result =Section adequate by 93%. Uniform Load Label Class LL (psf)DL (psf)Center Cantilever S 34 15 Roof 34 15 0 0 Beam Adjustment Factors Cd =1.15 CF / CV =1.3 Cr =1 Reference Allowable Loads Support Moment =848 lb-ft Left Right Shear =990 lb Left (in.)1.75 1.75 R1 =1640.625 lb Web stiffener No WS No WS R2 =1640.625 lb Section and Material Properties Flange Reactions d =0 in.Left Right b =0 in.Roof LL (lb)68 68 Web Floor LL (lb)0 0 h =0 in.DL (lb)42 42 Panel Total load (lb)110 110 t =0 in. C. Factor =0 Uplift Joist Properties Left Joist K =738.46154 Roof LL (lb)0 Joist EI =0 in.2-lb Floor LL (lb)0 Comp. EI =0 in.2-lb DL (lb)0 Effec. EI =33275000 in.2-lb Total uplift (lb)0 Partition DL (psf) Ledger 2018 NDS Table 12 Spacing TL Z' Mark Main Side Rows in.Result lbs/fast.lbs/fast. RR 02 2X BLCK 2 X 6 2 16 OK 77%37 162 SummaryFastener Type 16d COMMON Members Project No: 5930120 Page 24 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 4.3 VFRS - Beams / Posts Summary RB 01 (2) 2 X 6 [DF #2] Mark =RB 01 Section =(2) 2 X 6 [DF #2] Span =6 ft Result =Section adequate by 16 % - Load Combo. No.1 DL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 6.00 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =200 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =0.90 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.5" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.03 85 %0.14 54 %RLL (lb)204 204 FLL (lb)0 0 DL (lb)739 739 Strength Criteria Total (lb)943 943 Condition Maximum Allowable Result Post Capacity Shear (lb)626 1,782 65 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,109 1,327 16 % Project No: 5930120 Page 25 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 02 (3) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =RB 02 Section =(3) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =10.5 ft Result =Section adequate by 20 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 13.75 0.00 13.75 10.50 Floor 40 12 6.33 7.25 6.33 10.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) GT 07-R 7.25 2,602 2,045 3,380 0 Dead Loads Beam Section Properties Self Weight BSW =18 plf Width b =5.25 in. Cont. Dead Load W =50 plf Depth d =11.875 in. Allowable Stress Area A =62 in.2 Shear Stress Fv =285 psi Shear Area As =42 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =733 in.4 Beam Adjustment Factors Section Modulus S =123 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =1465000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.58"2.34" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.15 56 %0.30 42 %RLL (lb)3,260 4,251 FLL (lb)760 2,107 DL (lb)2,974 4,432 Strength Criteria Total (lb)6,233 9,201 Condition Maximum Allowable Result Post Capacity Shear (lb)8,234 13,622 40 %Left:(2) 2 X 6 (1) K 10260 lb Moment (lb-ft)24,742 30,788 20 %Right:(2) 2 X 6 (1) K 10260 lb Project No: 5930120 Page 26 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 03 (2) 2 X 6 [DF #2] Mark =RB 03 Section =(2) 2 X 6 [DF #2] Span =3 ft Result =Section adequate by 49 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 13.75 0.00 13.75 3.00 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.61" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.01 87 %0.02 86 %RLL (lb)701 701 FLL (lb)0 0 DL (lb)443 443 Strength Criteria Total (lb)1,145 1,145 Condition Maximum Allowable Result Post Capacity Shear (lb)795 2,277 65 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)858 1,696 49 % Project No: 5930120 Page 27 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 04 (3) 2 X 6 [DF #2] Mark =RB 04 Section =(3) 2 X 6 [DF #2] Span =4 ft Result =Section adequate by 32 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 17.00 0.00 17.00 4.00 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.71" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.03 75 %0.06 71 %RLL (lb)1,156 1,156 FLL (lb)0 0 DL (lb)833 833 Strength Criteria Total (lb)1,989 1,989 Condition Maximum Allowable Result Post Capacity Shear (lb)1,533 3,416 55 %Left:2 X 6 (1) K 4143 lb Moment (lb-ft)1,989 2,925 32 % Project No: 5930120 Page 28 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 05 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =RB 05 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =6.75 ft Result =Section adequate by 78 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 13.50 0.00 13.50 6.75 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Cont. Dead Load W =50 plf Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.04" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.02 90 %0.04 89 %RLL (lb)1,549 1,549 FLL (lb)0 0 DL (lb)1,176 1,176 Strength Criteria Total (lb)2,725 2,725 Condition Maximum Allowable Result Post Capacity Shear (lb)1,926 9,081 79 %Left:(2) 2 X 6 7506 lb Moment (lb-ft)4,599 20,525 78 % Project No: 5930120 Page 29 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 06 (3) 2 X 6 [DF #2] Mark =RB 06 Section =(3) 2 X 6 [DF #2] Span =8.5 ft Result =Section adequate by 27 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 8.50 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =120 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.36" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.08 72 %0.28 35 %RLL (lb)289 289 FLL (lb)0 0 DL (lb)715 715 Strength Criteria Total (lb)1,004 1,004 Condition Maximum Allowable Result Post Capacity Shear (lb)896 3,416 74 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)2,134 2,925 27 % Project No: 5930120 Page 30 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 07 (2) 2 X 6 [DF #2] Mark =RB 07 Section =(2) 2 X 6 [DF #2] Span =3.75 ft Result =Section adequate by 57 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 6.50 0.00 6.50 3.75 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.41" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.01 88 %0.03 85 %RLL (lb)414 414 FLL (lb)0 0 DL (lb)360 360 Strength Criteria Total (lb)774 774 Condition Maximum Allowable Result Post Capacity Shear (lb)585 2,277 74 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)726 1,696 57 % Project No: 5930120 Page 31 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 08 (2) 2 X 6 [DF #2] Mark =RB 08 Section =(2) 2 X 6 [DF #2] Span =3 ft Result =Section adequate by 63 % - Load Combo. No.3 DL + RLL - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 5.00 0.00 5.00 3.00 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) GT 08-R 2.75 595 0 393 0 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.31"0.75" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.01 93 %0.01 92 %RLL (lb)305 800 FLL (lb)0 0 DL (lb)273 600 Strength Criteria Total (lb)577 1,401 Condition Maximum Allowable Result Post Capacity Shear (lb)838 2,277 63 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)505 1,696 70 %Right:2 X 6 (1) K 5119 lb Project No: 5930120 Page 32 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 09 (3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =RB 09 Section =(3) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =5.83 ft Result =Section adequate by 31 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.50 0.00 2.50 5.83 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) GT 01-L 1 3,258 2,820 4,088 0 Dead Loads Beam Section Properties Self Weight BSW =15 plf Width b =5.25 in. Cont. Dead Load W =50 plf Depth d =9.5 in. Allowable Stress Area A =50 in.2 Shear Stress Fv =285 psi Shear Area As =33 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =375 in.4 Beam Adjustment Factors Section Modulus S =79 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =750000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.95"0.51" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.02 88 %0.05 84 %RLL (lb)2,947 807 FLL (lb)2,336 484 DL (lb)3,729 1,044 Strength Criteria Total (lb)7,692 2,012 Condition Maximum Allowable Result Post Capacity Shear (lb)7,548 10,898 31 %Left:(2) 2 X 6 (1) K 10258 lb Moment (lb-ft)7,545 20,312 63 %Right:2 X 6 (1) K 5120 lb Project No: 5930120 Page 33 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 10 (2) 2 X 6 [DF #2] Mark =RB 10 Section =(2) 2 X 6 [DF #2] Span =3.67 ft Result =Section adequate by 3 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 14.25 0.00 14.25 3.67 Floor 40 12 6.25 0.00 6.25 3.67 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.96"0.96" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.03 72 %0.06 67 %RLL (lb)889 5,136 FLL (lb)459 1,275 DL (lb)791 4,477 Strength Criteria Total (lb)1,802 9,613 Condition Maximum Allowable Result Post Capacity Shear (lb)1,352 2,277 41 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,653 1,696 3 %Right:(2) 2 X 6 (1) K 10256 lb Project No: 5930120 Page 34 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 11 (3) 2 X 6 [DF #2] Mark =RB 11 Section =(3) 2 X 6 [DF #2] Span =8.5 ft Result =Section adequate by 41 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 8.50 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =75 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.29" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.08 72 %0.23 47 %RLL (lb)289 289 FLL (lb)0 0 DL (lb)524 524 Strength Criteria Total (lb)813 813 Condition Maximum Allowable Result Post Capacity Shear (lb)725 3,416 79 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)1,728 2,925 41 % Project No: 5930120 Page 35 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 12 (2) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Mark =RB 12 Section =(2) 1-3/4 X 9-1/2 LVL [LVL (2.0E)] Span =8.5 ft Result =Section adequate by 37 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 17.00 0.00 17.00 8.50 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =3.5 in. Depth d =9.5 in. Allowable Stress Area A =33 in.2 Shear Stress Fv =285 psi Shear Area As =22 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =250 in.4 Beam Adjustment Factors Section Modulus S =53 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =500000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.54" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.14 52 %0.22 48 %RLL (lb)2,457 2,457 FLL (lb)0 0 DL (lb)1,574 1,574 Strength Criteria Total (lb)4,030 4,030 Condition Maximum Allowable Result Post Capacity Shear (lb)3,280 7,265 55 %Left:(2) 2 X 6 (1) K 10258 lb Moment (lb-ft)8,564 13,541 37 % Project No: 5930120 Page 36 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 13 (3) 2 X 10 [DF #2] Mark =RB 13 Section =(3) 2 X 10 [DF #2] Span =13.67 ft Result =Section adequate by 5 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 5.00 0.00 5.00 13.67 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =4.5 in. Depth d =9.25 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =180 psi Shear Area As =28 in.2 Bending Stress Fb =900 psi Moment of Inertia I =297 in.4 Beam Adjustment Factors Section Modulus S =64 in.3 Load Duration Cd =1.15 Form CF =1.10 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =475000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.69"0.69" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.28 38 %0.47 31 %RLL (lb)1,162 4,420 FLL (lb)0 2,820 DL (lb)793 4,880 Strength Criteria Total (lb)1,954 10,310 Condition Maximum Allowable Result Post Capacity Shear (lb)1,734 5,744 70 % Moment (lb-ft)6,679 7,002 5 %Right:(3) 2 X 6 12956 lb Project No: 5930120 Page 37 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 14 (3) 2 X 10 [DF #2] Mark =RB 14 Section =(3) 2 X 10 [DF #2] Span =13.5 ft Result =Section adequate by 7 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 5.00 0.00 5.00 13.50 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =4.5 in. Depth d =9.25 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =180 psi Shear Area As =28 in.2 Bending Stress Fb =900 psi Moment of Inertia I =297 in.4 Beam Adjustment Factors Section Modulus S =64 in.3 Load Duration Cd =1.15 Form CF =1.10 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =475000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.69"0.69" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.27 41 %0.45 33 %RLL (lb)2,309 1,148 FLL (lb)0 0 DL (lb)1,575 783 Strength Criteria Total (lb)3,885 1,930 Condition Maximum Allowable Result Post Capacity Shear (lb)1,710 5,744 70 %Left:6 X 6 18834 lb Moment (lb-ft)6,514 7,002 7 %Right:6 X 6 18834 lb Project No: 5930120 Page 38 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 15 (3) 2 X 10 [DF #2] Mark =RB 15 Section =(3) 2 X 10 [DF #2] Span =10.5 ft Result =Section adequate by 1 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 8.00 0.00 8.00 10.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) JT 14-R 2.33 170 0 116 0 Dead Loads Beam Section Properties Self Weight BSW =10 plf Width b =4.5 in. Cont. Dead Load W =25 plf Depth d =9.25 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =180 psi Shear Area As =28 in.2 Bending Stress Fb =900 psi Moment of Inertia I =297 in.4 Beam Adjustment Factors Section Modulus S =64 in.3 Load Duration Cd =1.15 Form CF =1.10 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =475000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.97"0.91" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.17 53 %0.29 45 %RLL (lb)1,560 1,466 FLL (lb)0 0 DL (lb)1,164 1,100 Strength Criteria Total (lb)2,725 2,566 Condition Maximum Allowable Result Post Capacity Shear (lb)2,357 5,744 59 %Left:6 X 6 18834 lb Moment (lb-ft)6,905 7,002 1 % Project No: 5930120 Page 39 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary RB 16 (2) 2 X 8 [DF #2] Mark =RB 16 Section =(2) 2 X 8 [DF #2] Span =10 ft Result =Section adequate by 72 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 1.00 0.00 1.00 10.00 Dead Loads Beam Section Properties Self Weight BSW =5 plf Width b =3 in. Depth d =7.25 in. Allowable Stress Area A =22 in.2 Shear Stress Fv =180 psi Shear Area As =15 in.2 Bending Stress Fb =900 psi Moment of Inertia I =95 in.4 Beam Adjustment Factors Section Modulus S =26 in.3 Load Duration Cd =1.15 Form CF =1.20 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =152000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.16" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.11 0.05 85 %0.09 82 %RLL (lb)170 170 FLL (lb)0 0 DL (lb)132 132 Strength Criteria Total (lb)302 302 Condition Maximum Allowable Result Post Capacity Shear (lb)265 3,002 91 % Moment (lb-ft)755 2,720 72 % Project No: 5930120 Page 40 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 01 (3) 2 X 8 [DF #2] Mark =UB 01 Section =(3) 2 X 8 [DF #2] Span =9.5 ft Result =Section adequate by 23 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 9.50 Floor 40 12 1.00 0.00 1.00 9.50 Dead Loads Beam Section Properties Self Weight BSW =8 plf Width b =4.5 in. Cont. Dead Load W =175 plf Depth d =7.25 in. Allowable Stress Area A =33 in.2 Shear Stress Fv =180 psi Shear Area As =22 in.2 Bending Stress Fb =900 psi Moment of Inertia I =143 in.4 Beam Adjustment Factors Section Modulus S =39 in.3 Load Duration Cd =1.00 Form CF =1.20 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =229000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.54" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.06 79 %0.26 46 %RLL (lb)323 323 FLL (lb)190 190 DL (lb)1,127 1,127 Strength Criteria Total (lb)1,511 1,511 Condition Maximum Allowable Result Post Capacity Shear (lb)1,149 3,915 71 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)3,127 4,080 23 % Project No: 5930120 Page 41 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 02 (2) 2 X 6 [DF #2] Mark =UB 02 Section =(2) 2 X 6 [DF #2] Span =2.75 ft Result =Section adequate by 71 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 8.25 0.00 8.25 2.75 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =25 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.34" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.01 93 %0.01 94 %RLL (lb)0 0 FLL (lb)454 454 DL (lb)176 176 Strength Criteria Total (lb)630 630 Condition Maximum Allowable Result Post Capacity Shear (lb)420 1,980 79 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)433 1,475 71 % Project No: 5930120 Page 42 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 03 5-1/8 X 13-1/2 GLB [24F-1.8E] Mark =UB 03 Section =5-1/8 X 13-1/2 GLB [24F-1.8E] Span =15.25 ft Result =Section adequate by 11 % - Load Combo. No.3 DL + RLL - Total Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 16.75 0.00 16.75 3.50 Roof 34 15 16.75 12.00 16.75 15.25 Roof 34 15 1.00 0.00 1.00 15.25 Floor 40 12 0.67 0.00 0.67 15.25 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) RB 15-R 1.5 1,466 0 1,100 0 RB 12-L 3.5 2,457 0 1,574 0 RB 12-R 12 2,457 0 1,574 0 RB 15-R 14 1,466 0 1,100 0 Dead Loads Beam Section Properties Self Weight BSW =16 plf Width b =5.125 in. Cont. Dead Load W =100 plf Depth d =13.5 in. Allowable Stress Area A =69 in.2 Shear Stress Fv =265 psi Shear Area As =46 in.2 Bending Stress Fb =2400 psi Moment of Inertia I =1051 in.4 Beam Adjustment Factors Section Modulus S =156 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1800000 psi Load Reduction Factors Flexure Stiffness EI =1891000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =3.32"3.34" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.36 28 %0.68 11 %RLL (lb)6,079 6,128 FLL (lb)204 204 DL (lb)4,965 5,003 Strength Criteria Total (lb)11,044 11,131 Condition Maximum Allowable Result Post Capacity Shear (lb)9,888 14,057 30 %Left:(3) 2 X 6 13341 lb Moment (lb-ft)27,699 35,805 23 %Right:(3) 2 X 6 13341 lb Project No: 5930120 Page 43 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 04 (2) 2 X 6 [DF #2] Mark =UB 04 Section =(2) 2 X 6 [DF #2] Span =3.25 ft Result =Section adequate by 60 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 3.25 Roof 34 15 3.00 0.00 3.00 3.25 Floor 40 12 3.00 0.00 3.00 3.25 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =150 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.45" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.01 92 %0.02 88 %RLL (lb)276 276 FLL (lb)195 195 DL (lb)481 481 Strength Criteria Total (lb)834 834 Condition Maximum Allowable Result Post Capacity Shear (lb)599 2,277 74 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)678 1,696 60 % Project No: 5930120 Page 44 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 05 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 05 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Left Cantilever =3 ft Center Span =11.5 ft Result =Section adequate by 35 % - Load Combo. No.3 DL + RLL - Live Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 14.50 Roof 34 15 3.00 0.00 3.00 14.50 Floor 40 12 0.75 3.00 0.75 14.50 Floor 40 12 2.25 0.00 2.25 3.00 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) UB 06-L 0 1,458 140 1,414 0 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Cont. Dead Load W =150 plf Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =2.96"0.8" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.00 80 %0.10 83 %RLL (lb)3,392 978 Cantilever 0.13 35 %0.18 40 %FLL (lb)654 173 DL (lb)4,378 1,109 Strength Criteria Total (lb)7,770 2,087 Condition Maximum Allowable Result Post Capacity Shear (lb)3,807 9,081 58 % Moment (lb-ft)10,595 20,525 48 % Project No: 5930120 Page 45 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 06 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 06 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =7 ft Result =Section adequate by 76 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 8.25 0.00 8.25 7.00 Roof 34 15 4.00 0.00 4.00 7.00 Floor 40 12 1.00 0.00 1.00 7.00 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Cont. Dead Load W =120 plf Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.09"1.09" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.02 90 %0.05 87 %RLL (lb)1,458 4,645 FLL (lb)140 729 DL (lb)1,414 3,906 Strength Criteria Total (lb)2,872 8,551 Condition Maximum Allowable Result Post Capacity Shear (lb)2,060 9,081 77 % Moment (lb-ft)5,025 20,525 76 %Right:(3) 2 X 6 12956 lb Project No: 5930120 Page 46 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 07 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 07 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Left Cantilever =1.5 ft Center Span =2.75 ft Result =Section adequate by 14 % - Load Combo. No.3 DL + RLL - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 1.00 0.00 1.00 4.25 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) UB 05-L 0 3,392 654 4,378 0 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =4.6"-0.88" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.00 95 %0.01 93 %RLL (lb)5,242 0 Cantilever 0.02 81 %0.04 71 %FLL (lb)1,142 55 DL (lb)6,845 -2,364 Strength Criteria Total (lb)12,087 -2,309 Condition Maximum Allowable Result Post Capacity Shear (lb)7,782 9,081 14 %Left:(3) 2 X 6 12956 lb Moment (lb-ft)11,584 20,525 44 %Right:(2) 2 X 6 6359 lb Project No: 5930120 Page 47 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 08 (2) 2 X 6 [DF #2] Mark =UB 08 Section =(2) 2 X 6 [DF #2] Span =6.75 ft Result =Section adequate by 78 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 1.00 0.00 1.00 6.75 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.1" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.03 88 %0.04 88 %RLL (lb)0 0 FLL (lb)135 135 DL (lb)54 54 Strength Criteria Total (lb)189 189 Condition Maximum Allowable Result Post Capacity Shear (lb)163 1,980 92 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)318 1,475 78 % Project No: 5930120 Page 48 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 09 (3) 2 X 6 [DF #2] Mark =UB 09 Section =(3) 2 X 6 [DF #2] Span =8.5 ft Result =Section adequate by 10 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 2.00 0.00 2.00 8.50 Floor 40 12 1.00 0.00 1.00 8.50 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =4.5 in. Cont. Dead Load W =150 plf Depth d =5.5 in. Allowable Stress Area A =25 in.2 Shear Stress Fv =180 psi Shear Area As =17 in.2 Bending Stress Fb =900 psi Moment of Inertia I =62 in.4 Beam Adjustment Factors Section Modulus S =23 in.3 Load Duration Cd =1.15 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.15 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =100000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.44" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.10 66 %0.34 19 %RLL (lb)289 289 FLL (lb)170 170 DL (lb)894 894 Strength Criteria Total (lb)1,238 1,238 Condition Maximum Allowable Result Post Capacity Shear (lb)1,105 3,416 68 %Left:2 X 6 (1) K 5119 lb Moment (lb-ft)2,631 2,925 10 % Project No: 5930120 Page 49 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 10 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 10 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =10 ft Result =Section adequate by 50 % - Load Combo. No.3 DL + RLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 12.50 0.00 12.50 10.00 Floor 40 12 1.00 0.00 1.00 10.00 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Cont. Dead Load W =100 plf Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.55"1.55" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.10 71 %0.19 62 %RLL (lb)2,125 2,125 FLL (lb)200 200 DL (lb)1,946 1,946 Strength Criteria Total (lb)4,071 4,071 Condition Maximum Allowable Result Post Capacity Shear (lb)3,266 9,081 64 %Left:(2) 2 X 6 6895 lb Moment (lb-ft)10,178 20,525 50 % Project No: 5930120 Page 50 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 11 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 11 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =4.75 ft Result =Section adequate by 92 % - Load Combo. No.2 DL + FLL - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 1.00 0.00 1.00 4.75 Floor 40 12 7.50 0.00 7.50 4.75 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.41" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.00 97 %0.01 98 %RLL (lb)0 0 FLL (lb)808 808 DL (lb)271 271 Strength Criteria Total (lb)1,079 1,079 Condition Maximum Allowable Result Post Capacity Shear (lb)629 7,897 92 %Left:(2) 2 X 6 6359 lb Moment (lb-ft)1,281 17,848 93 % Project No: 5930120 Page 51 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 12 (2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 12 Section =(2) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =10 ft Result =Section adequate by 34 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Shear Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 8.50 0.00 8.50 0.75 Floor 40 12 15.00 0.00 15.00 10.00 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) GT 06-L 0.75 3,506 0 2,225 0 Dead Loads Beam Section Properties Self Weight BSW =12 plf Width b =3.5 in. Cont. Dead Load W =8 plf Depth d =11.875 in. Allowable Stress Area A =42 in.2 Shear Stress Fv =285 psi Shear Area As =28 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =488 in.4 Beam Adjustment Factors Section Modulus S =82 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =977000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =3.07"1.58" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.14 59 %0.20 60 %RLL (lb)3,452 271 FLL (lb)3,000 3,000 DL (lb)3,221 1,135 Strength Criteria Total (lb)8,060 4,135 Condition Maximum Allowable Result Post Capacity Shear (lb)5,965 9,081 34 %Left:4 X 6 11986 lb Moment (lb-ft)10,794 17,848 40 %Right:(3) 2 X 4 5032 lb Project No: 5930120 Page 52 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 13 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 13 Section =1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =15.25 ft Result =Section adequate by 80 % - Load Combo. No.2 DL + FLL - Live Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 1.00 0.00 1.00 15.25 Dead Loads Beam Section Properties Self Weight BSW =6 plf Width b =1.75 in. Depth d =11.875 in. Allowable Stress Area A =21 in.2 Shear Stress Fv =285 psi Shear Area As =14 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =244 in.4 Beam Adjustment Factors Section Modulus S =41 in.3 Load Duration Cd =1.00 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =488000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.34"0.34" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.10 80 %0.14 81 %RLL (lb)0 0 FLL (lb)305 1,113 DL (lb)138 409 Strength Criteria Total (lb)443 1,521 Condition Maximum Allowable Result Post Capacity Shear (lb)385 3,948 90 %Left:(2) 2 X 6 6359 lb Moment (lb-ft)1,688 8,924 81 %Right:(2) 2 X 6 6359 lb Project No: 5930120 Page 53 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 14 (3) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Mark =UB 14 Section =(3) 1-3/4 X 11-7/8 LVL [LVL (2.0E)] Span =16.5 ft Result =Section adequate by 9 % - Load Combo. No.3 DL + RLL - Total Load Deflection Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 6.50 0.00 6.50 14.25 Roof 34 15 13.25 14.25 13.25 16.50 Floor 40 12 1.00 0.00 1.00 16.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) GT 05-R 14.25 2,368 0 1,556 0 Dead Loads Beam Section Properties Self Weight BSW =18 plf Width b =5.25 in. Cont. Dead Load W =100 plf Depth d =11.875 in. Allowable Stress Area A =62 in.2 Shear Stress Fv =285 psi Shear Area As =42 in.2 Bending Stress Fb =2600 psi Moment of Inertia I =733 in.4 Beam Adjustment Factors Section Modulus S =123 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =2000000 psi Load Reduction Factors Flexure Stiffness EI =1465000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.18"2.08" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.37 33 %0.75 9 %RLL (lb)2,181 4,350 FLL (lb)330 330 DL (lb)2,446 3,855 Strength Criteria Total (lb)4,627 8,205 Condition Maximum Allowable Result Post Capacity Shear (lb)7,352 13,622 46 % Moment (lb-ft)21,887 30,788 29 % Project No: 5930120 Page 54 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 15 5-1/8 X 18 GLB [24F-1.8E] Mark =UB 15 Section =5-1/8 X 18 GLB [24F-1.8E] Span =20.5 ft Result =Section adequate by 13 % - Load Combo. No.4 DL + 0.75*(FLL + RLL) - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Roof 34 15 8.00 13.50 8.00 20.50 Floor 40 12 16.00 0.00 16.00 5.00 Floor 40 12 6.75 5.00 6.75 13.50 Point Loads Ref.a (ft)RLL (lb)FLL (lb)DL (lb)Total (lb) UB 13-L 5 0 305 138 0 UB 14-R 13.5 4,350 330 3,855 0 Dead Loads Beam Section Properties Self Weight BSW =22 plf Width b =5.125 in. Cont. Dead Load W =34 plf Depth d =18 in. Allowable Stress Area A =92 in.2 Shear Stress Fv =265 psi Shear Area As =62 in.2 Bending Stress Fb =2400 psi Moment of Inertia I =2491 in.4 Beam Adjustment Factors Section Modulus S =277 in.3 Load Duration Cd =1.15 Form CF =1.00 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1800000 psi Load Reduction Factors Flexure Stiffness EI =4483000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =2.36"2.83" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.43 36 %0.82 20 %RLL (lb)1,810 4,443 FLL (lb)4,413 1,718 DL (lb)3,188 4,790 Strength Criteria Total (lb)7,855 9,411 Condition Maximum Allowable Result Post Capacity Shear (lb)8,667 18,742 54 %Left:(3) 2 X 6 13453 lb Moment (lb-ft)53,555 61,271 13 %Right:(3) 2 X 6 13453 lb Project No: 5930120 Page 55 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary UB 16 (2) 2 X 6 [DF #2] Mark =UB 16 Section =(2) 2 X 6 [DF #2] Span =4 ft Result =Section adequate by 92 % - Load Combo. No.1 DL - Flexure Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =50 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =0.90 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.06" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.06 0.00 100 %0.00 98 %RLL (lb)1,156 1,156 FLL (lb)0 0 DL (lb)941 941 Strength Criteria Total (lb)2,097 2,097 Condition Maximum Allowable Result Post Capacity Shear (lb)83 1,782 95 %Left:2 X 6 (1) K 4143 lb Moment (lb-ft)108 1,327 92 % Project No: 5930120 Page 56 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 01 (2) 2 X 6 [DF #2] Mark =MB 01 Section =(2) 2 X 6 [DF #2] Span =3.5 ft Result =Section adequate by 52 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 8.25 0.00 8.25 3.50 Dead Loads Beam Section Properties Self Weight BSW =4 plf Width b =3 in. Cont. Dead Load W =25 plf Depth d =5.5 in. Allowable Stress Area A =17 in.2 Shear Stress Fv =180 psi Shear Area As =11 in.2 Bending Stress Fb =900 psi Moment of Inertia I =42 in.4 Beam Adjustment Factors Section Modulus S =15 in.3 Load Duration Cd =1.00 Form CF =1.30 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =67000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =0.43" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.02 86 %0.02 87 %RLL (lb)0 0 FLL (lb)578 578 DL (lb)224 224 Strength Criteria Total (lb)801 801 Condition Maximum Allowable Result Post Capacity Shear (lb)591 1,980 70 %Left:2 X 4 (1) K 3257 lb Moment (lb-ft)701 1,475 52 % Project No: 5930120 Page 57 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Summary MB 02 (2) 2 X 10 [DF #2] Mark =MB 02 Section =(2) 2 X 10 [DF #2] Span =5 ft Result =Section adequate by 32 % - Load Combo. No.2 DL + FLL - Flexure Distributed Loads Load Start Load End Class LL (psf)DL (psf)Trib (ft)x1 (ft)Trib (ft)x2 (ft) Floor 40 12 14.25 0.00 14.25 5.00 Dead Loads Beam Section Properties Self Weight BSW =7 plf Width b =3 in. Cont. Dead Load W =25 plf Depth d =9.25 in. Allowable Stress Area A =28 in.2 Shear Stress Fv =180 psi Shear Area As =19 in.2 Bending Stress Fb =900 psi Moment of Inertia I =198 in.4 Beam Adjustment Factors Section Modulus S =43 in.3 Load Duration Cd =1.00 Form CF =1.10 Beam Material Properties Repetative Cr / Cv =1.00 Modulus of Elasticity E =1600000 psi Load Reduction Factors Flexure Stiffness EI =317000000 lb-in.2 Live Load LLRF =1.00 Req'd bearing length =1.03" Deflection Criteria Support Reactions Span DLD (in.)LLD (in.)Result TLD (in.)Result Left Right Center 0.01 0.03 85 %0.03 86 %RLL (lb)0 0 FLL (lb)1,425 1,425 DL (lb)506 506 Strength Criteria Total (lb)1,931 1,931 Condition Maximum Allowable Result Post Capacity Shear (lb)1,336 3,330 60 %Left:2 X 4 (1) K 3258 lb Moment (lb-ft)2,414 3,529 32 % Project No: 5930120 Page 58 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 5.1 Foundation - Concrete Walls / Footings Foundation Walls and Footings ACI 318-14 Section 14 Soil RLL FLL DL RLL FLL DL Brg. Press.Brg. Press. Section Mark (ft)Result (plf)(plf)(plf)(plf)(plf)(plf)Mark (psf)Result Mark (psf)Result 1 FW3 2.5 16%476 260 738 420 241 407 FT20 1,315 12% 2 FW7 6.5 16%476 300 1,150 222 139 238 FT20 1,344 10% 3 FW3 2.5 16%697 40 920 370 143 399 FT20 1,432 5% 4 FW3 2.5 16%289 600 813 427 296 431 FT20 1,472 2% 5 0 1,200 510 543 1,324 956 FT18 1,140 24%SF36 1,415 6% 6 0 600 330 81 1,234 463 FT22 1,433 4% 7 255 1,200 733 1,036 900 966 FT22 1,054 30%SF42 1,179 21% 8 0 600 420 638 60 584 FT18 1,318 12% Continuous Footing Spot FootingLine Loads Point LoadsFoundation Wall Project No: 5930120 Page 59 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com 5.2 Foundation – Retaining Wall Project No: 5930120 Page 60 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com Project No: 5930120 Page 61 of 61 Date: 2/4/2020 Prepared by: Project: Detailed Drafting Emery Residence (Rexburg) 5930120 MCC 744 S 400 E Orem, Utah 84097 Phone 801.229.9020 Fax 801.224.0050 info@acuteengineering.com