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Home My WebLink AboutFOUNDATION CALCS - 21-00656 - 2911 S Frontage Rd - Carpet DirectFOUNDATION AND MEZZANINE CALCULATIONS 147'x165' Metal Building With 64'x31' Addition MVE #211066 CARPET DIRECT Rexburg, Idaho Contractor: ULTIMATE STEEL ERECTION 2621 S. Frontage Road Rexburg, ID 83440 Metal Building Supplied By: NUCOR BUILDING SYSTEMS GROUP (UT) 1050 North Watery Lane Brigham City, UT 84302 Foundation Design by: 10 MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A • Brigham City, Utah 84302 Phone (435) 734-9700 • Fax (435) 734--9519 Gac'\® NAL 19848 2 4 2021 39 pages of Calculations MOUNTAIN VIEW Page: 1 ENGINEERING, INC. Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Main, Suite A Brigham City, Utah 84302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9710 Fox (435) 734-9519 DESIGN CRITERIA A. Foundation design is in accordance with 2018 International Building Code using the reactions provided by the metal building company for the following design criteria: B. Roof Live Load = 20 psf C. Ground Snow Load = 50 psf Roof Snow Load = 35 psf Importance Factor = 1.0 Exposure Factor = 1.0 D. Wind Basic Wind Speed = 115 mph Exposure = C Risk Category = II E. Seismic Information Ss = 0.366 S, = 0.142 S Ds = 0.368 SDI = 0.219 Site Class = D Seismic Design Category = D Importance Factor = 1.0 Analysis Procedeure = Equivalent Lateral Force Method Basic SFRS = OSMF & OSCBF F. Frost Depth = 36 inches G. Allowable Soil Bearing Pressure = 1500 psf MATERIAL DESIGN STANDARDS AND STRENGTHS Concrete 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Anchor Rods - ASTM F1554-55 or equal Rebar - ASTM A615 Grade 60 MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fox (435) 73-9519 METAL BUILDING REACTIONS Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP Subject: CARPET DIRECT Sidewall Footings (Lines 2 - 7 / Grids A & N) Shear (V, kips) Moment (M, kip*ft) 7 0 5 0 12 0 0 0 36 0 -33 0 9 0 Page: 2 Date: 07/27/21 By: JVL ASCE 7-16 LOAD COMBINATIONS (ASD) Axial (P, kips) Dead Load (D) 12 Collateral Load (D) 8 Roof Live Load (Lr) 17 Floor Live Load (L) 0 Snow Load (S) 56 Wind Load (W) -43.4 Seismic Load (E, ult) -22.8 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP Subject: CARPET DIRECT Sidewall Footings (Lines 2 - 7 / Grids A & N) Shear (V, kips) Moment (M, kip*ft) 7 0 5 0 12 0 0 0 36 0 -33 0 9 0 Page: 2 Date: 07/27/21 By: JVL ASCE 7-16 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk( ip*ft) 1. D 1. 20.00 12.00 0.00 2. D + L 2. 20.00 12.00 0.00 3. D + (Lr or S) 3. 76.00 48.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 62.00 39.00 0.00 5. D + (0.6W or 0.7E) 5. 4.04 18.30 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 50.03 43.73 0.00 7. 0.6D + 0.6W 7. -14.04 -15.60 0.00 8. 0.6D + 0.7E 8. -3.96 13.50 0.00 Controlling Loads Axial = 76.0 kips Horizontal = 48.0 kips Uplift = -14.0 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Page: 3 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 Subject: CARPET DIRECT Sidewall Footings (Lines 2 - 7 / Grids A & N) By: JVL PD+L - 76.0 kips 1432 psf Rebar d' = 3.5 FH = 48.0 kips OS Footing Edge from Wall = Use 8.0 ft. x 8.0 ft. x 20 inch deep footing Uplift = 14.0 kips 16.5 in q (at face of wall) = 1454 Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 12 in Number of Ties = 6 ties Tensile Strength of Rebar = 24 ksi Tie Size = #6 rebar Area Required = 2.000 in"2 Use (6) #6 tension ties. Weights in"2 Passive Soil Resistance Weight of Pier= 1.36 kips Wall Length for Passive Res. = 1.5 ft Weight of Soil Above Footing = 8.24 kips Ftg. Width for Passive Res. = 8 ft Weight of Spot Footing = 15.47 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 0.00 kips Passive Res. (Spot Footing) = 6.22 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.23 kips Passive Res. (Cont Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? NO Total Passive Resistance = 6.45 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1 ft Top of Wall to Grade = 12 in P (total) = 9283 kips OS Conc. to CL A.R. = 16 in Overturning Moment = 48 kip*ft Pier Width = 18 in OTM Eccentricity = 6.2 inches Pier Depth (wall included) = 30 in Footing Offset = 6 inches Pier Height = 30 in Offset Resisting Moment = - 46.41 kip*ft Wall Thickness = 8 in Passive Resisting Moment = - 0.00 kip*ft Wall Height = 42 in Net Eccentricity = 0.2 inches Footing Width = 16 in B/6 = 16 inches OK Footing Depth = 8 in Bearing Pressure, q (max.) = Uplift Weight of Footing and Pier = Weight of Soil Above Footing = Weight of Cont. Wall & Footing = Total = 1469 psf OK 16.83 kips 8.24 kips 2.20 kips 27.26 kips Offset footing 6 inches. Wall Length used for Uplift = Cont. Ftg. Length for Uplift = Factor of Safety = Check Footinq Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 1432 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 3 167 ft Rebar d = 16.5 in q (at face of wall) = 1454 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 78.30 k*ft Concrete f'c = 2500 psi As (req'd by calc.) = 1.061 in^2 ACI 7.12 As (min) = 3.456 in"2 Opposite Direction Reinforcing Options 18 #4 bars Min Steel Ratio= 0.0018 12 #5 bars As per ACI 7 12 8 #6 bars Check Footinq Shear Shear in Footing (Vu, ULT) = 4945 kips Required Thickness = 10.37 in OK 8 ft 8 ft 1.94 > 1.0 OK Options 18 #4 bars 12 #5 bars 8 #6 bars Use (12) #5 bars in direction of horizontal force and use 12) #5 bars in the opposite direction - For Pier irection. ForPier Design Nu = 122 kips **See pier calculation Mu = 77 kip*ft on page 4. Vu = 77 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City. Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP Subject: CARPET DIRECT Concrete Column Analysis (ACI 315) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 4 Date: 07/27/21 By: JVL Input Column Geometry f' = 2500 psi Bar Size = 5 Total # of Bars 12 b fy = 60 ksi # of Bars b Face 4 Tie Size = 4 d' = 2375 in # of Bars h Face 4 • i * • b = 18 in h = 30 in Placement of Reinforcement Steel10 • • = 0.65 d A _.X._._._._._ h Loading Edge Layer (d1) 27.63 1.24 di • • Pux = 121.6 kips Interor Layer (d2) 19.21 0.62 Mux = 76.8 kip -ft Interor Layer (d3) 10.79 0.62 ' Vux = 76.8 kips Edge Layer (d4) 2.38 1.24 • * • i a Y X-AXIS INTERACTION DIAGRAM Typical Member Section 1000 • • • • • • Limits of Interaction Diagram 0 Design Loads — — Max. Allowable Axial Load (k) 800 600 -, — I '�• — -- — '— •. �e X 400 X200 - — - f 0 -200 i-- -400 0 100 200 300 OMnx (k -ft) DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (12) # 5 VERTICAL BARS IN COLUMN. I 400 500 i Shear Design �Vc = 41.493 �Vc/2 = 20.746 V„ > #c/2 If V„ > IVa/2 then vertical spacing of ties If V„ > OVc then vertical spacing of ties 4*(f'c)^0 5*b*d = 74.6 kips shall not exceed the least of: shall not exceed the least of: Vs = 35.3 kips s max = A„fy/(0.75d(fc')b) = 35.556 in s max = 14.084 s max = A„ fy/(50b) = 26.667 in s max = 13.813 if Vs <= 04*(f'c)^0.5*b*d, s = d/2 <=24 s max = d/25 24 in = 13.813 in s max = 69063 if Vs > �4*(f'c)"0.5*b*d, s = d/4 <=12 USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP SIX INCHES OF PIER. MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Sulte A Brigham 01ty, Utah 84302 Phone (435) 734-9700 Fox (435) 734-9519 METAL BUILDING REACTIONS Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Subject: CARPET DIRECT Sidewall Footings (Line 8 / Grids A & N) Shear (V, kips) Moment (M, kip*ft) 5 0 3 0 8 0 0 0 21 0 -20 0 3 0 Page: Date: By: ASCE 7-16 LOAD COMBINATIONS (ASD) Axial (P, kips) Dead Load (D) 8 Collateral Load (D) 5 Roof Live Load (Lr) 12 Floor Live Load (L) 0 Snow Load (S) 33 Wind Load (W) -25 Seismic Load (E, ult) -2 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Subject: CARPET DIRECT Sidewall Footings (Line 8 / Grids A & N) Shear (V, kips) Moment (M, kip*ft) 5 0 3 0 8 0 0 0 21 0 -20 0 3 0 Page: Date: By: ASCE 7-16 LOAD COMBINATIONS (ASD) P (kips) V (kips) M ki *ft 1. D 1. 13.00 8.00 0.00 2. D + L 2. 13.00 8.00 0.00 3. D + (Lr or S) 3. 46.00 29.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 37.75 23.75 0.00 5. D + (0.6W or 0.7E) 5 11 60 10.10 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 36.70 25.33 0.00 7. 0.6D + 0.6W 7. -10.20 -9.00 0.00 8. 0.6D + 0.7E 8. 3.40 6.90 0.00 Controlling Loads Axial = 46.0 kips Horizontal = 29.0 kips Uplift = -10.2 kips 5 07/27/21 IX/1 MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fox (435) 734-9519 Page: 6 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 Subject: CARPET DIRECT By: JVL Sidewall Footings (Line 8 / Grids A & N) Pp+L = 46.0 kips 1165 psf Rebar d' = 3.5 FH = 29.0 kips OS Footing Edge from Wall = Use 6.5 ft. x 6.5 ft. x 16 inch deep footing Uplift = 10.2 kips 12.5 in q (at face of wall) = 1337 Horizontal Force Use rebar tension ties across the building to resist horizontal force at the column base. Top of Pier to Center of Ties = 12 in Number of Ties = 4 ties Tensile Strength of Rebar = 24 ksi Tie Size = #5 rebar Area Required = 1.208 inA2 Use (4) #5 tension ties. Weights Passive Soil Resistance Weight of Pier = 0.73 kips Wall Length for Passive Res. = 1 ft Weight of Soil Above Footing = 5.39 kips Ftg. Width for Passive Res. = 6.5 ft Weight of Spot Footing = 8.17 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 0.00 kips Passive Res. (Spot Footing) = 3.76 kips Weight of Continuous Ftg. = 0.00 kips Passive Res. (Wall & Pier) = 0.15 kips Passive Res (Cont. Ftg.) = 0.00 kips Use Passive Res. to Resist Moment? NO Total Passive Resistance = 3.91 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1 ft Top of Wall to Grade = 12 in P (total) = 54.89 kips OS Conc. to CL A.R. = 16 in Overturning Moment = 29 kip*ft Pier Width = 12 in OTM Eccentricity = 6.3 inches Pier Depth (wall included) = 24 in Footing Offset = 5 inches Pier Height = 30 in Offset Resisting Moment = - 22.87 kip*ft Wall Thickness = 8 in Passive Resisting Moment = - 0.00 kip*ft Wall Height = 42 in Net Eccentricity = 1.3 inches Footing Width = 16 in B/6 = 13 inches OK Footing Depth = 8 in Bearing Pressure, q (max.) = Uplift Weight of Footing and Pier = Weight of Soil Above Footing = Weight of Cont. Wall & Footing = Total = 1433 psf OK 8.89 kips 5.39 kips 1.86 kips 16.14 kips Offset footing 5 inches. Wall Length used for Uplift = Cont. Ftg. Length for Uplift = Factor of Safety = Check Footina Flexure (Reinforcina in Direction of Horizontal Force q (min.) = 1165 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 2.333 ft Rebar d = 12.5 in q (at face of wall) = 1337 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 33.74 k*ft Concrete f = 2500 psi As (req'd by calc.) = 0.603 inA2 ACI 7.12 As (min) = 2.246 inA2 Opposite Direction Reinforcing Options 12 #4 bars Min. Steel Ratio = 0.0018 8 #5 bars As per ACI 7.12 6 #6 bars Check Footing Shear Shear in Footing (Vu, ULT) = 28.92 kips Required Thickness = 844 in OK 65 ft 6.5 ft 1.58 > 1.0 OK O tp ions 12 #4 bars 8 #5 bars 6 #6 bars Use (8) #5 bars in direction of horizontal force and use (8) #5 bars in the ODDOsite direction. For Pier Design Nu = 74 kips **See pier calculation Mu = 46 kip*ft on page 7. Vu = 46 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP Subject: CARPET DIRECT Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 7 Date: 07/27/21 By: JVL Input Column Geometry fc' = 2500 psi Bar Size = 5 Total # of Bars 10 b �I fy = 60 ksi # of Bars b Face 3 Tie Size = 4 d' = 2.375 in # of Bars h Face 4 10 b = 12 in h = 22 in Placement of Reinforcement Steel 0 = 0.65 d A-.--- _----- h Loading Edge Layer (d,) 19.63 0.93 d ; Pux = 73.6 kips Interor Layer (d2) 13.88 0.62 , Mux = 46.4 kip -ft Interor Layer (d3) 8.13 0.62 ' Vux = 46.4 kips Edge Layer (d4) 2.38 0.93 — Y� X-AXIS INTERACTION DIAGRAM Typical Member Section 600 • • • • • • Limits of Interaction Diagram 0 Design Loads 500 — —Max. Allowable Axial Load (k) 400 — — — — — — -� -300 c 200 — a 100 0 -100 -200 0 50 100 150 200 �Mnx (k -ft) Shear Design �Vc = 20.125 OV,/2 = 10.062 V„ > OVc/2 DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (10) # 5 VERTICAL BARS IN COLUMN. If V„ < �V,/2 then Vertical Spacing of ties If V„ > #c/2 then vertical spacing of ties shall not exceed the least of: shall not exceed the least of: 16 x (longitudal bar diameters) = 10 in s max = Avfy/(0.75V(f,')b) = 53.333 in 48 x (tie bar diameter) = 24 In s max = Avf,/(50b) = 40 in Least dimension of column = 12 In s max = d/2 <_ 24 in = 9.8125 in USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP SIX INCHES OF PIER. IsMOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fox (435) 734-9519 METAL BUILDING REACTIONS Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Subject: CARPET DIRECT Endwall Footings (Line 1 / Grids B, D, H, K, & M) Shear (V, kips) Moment (M, kip*ft) 0 0 0 0 0 0 0 0 0 0 5 0 0 0 Page: 8 Date: 07/27/21 By: JVL ASCE 7-16 LOAD COMBINATIONS (ASD) Axial (P, kips) Dead Load (D) 2 Collateral Load (D) 2 Roof Live Load (Lr) 5 Floor Live Load (L) 0 Snow Load (S) 13 Wind Load (W) -8 Seismic Load (E, ult) -1 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Subject: CARPET DIRECT Endwall Footings (Line 1 / Grids B, D, H, K, & M) Shear (V, kips) Moment (M, kip*ft) 0 0 0 0 0 0 0 0 0 0 5 0 0 0 Page: 8 Date: 07/27/21 By: JVL ASCE 7-16 LOAD COMBINATIONS (ASD) P (kips) V (kips) M ki *ft 1. D 1, 4.00 0.00 0.00 2. D + L 2. 4.00 0.00 0.00 3. D + (Lr or S) 3. 17.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 13.75 0.00 0.00 5. D + (0.6W or 0.7E) 5. 3.30 3.00 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 13.23 2.25 0.00 7. 0.6D + 0.6W 7. -2.40 3.00 0.00 8. 0.6D + 0.7E 8. 1.70 0.00 0.00 Controlling Loads Axial = 17,0 kips Horizontal = 3.0 kips Uplift = -2.4 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Mom, Suite A Brigham Olty. Utah 84302 Phone (435) 734-9700 Fox (435) 734-9519 Pp+i_ = 17.0 kips FH = 3.0 kips Uplift = 2.4 kips Page: 9 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 Subject: CARPET DIRECT By: JVL Endwall Footings (Line 1 / Grids B, D, H, K, & M) Use 4.0 ft. x 4.0 ft. x 12 inch deep footing Horizontal Force Use rebar hairpins to resist horizontal force. 711 psf Top of Pier to Center of Hairpin = 15 in L req'd = 1.9 ft - reinf. slab (6x6 W1.4xW1.4 min ) Tensile Strength of Rebar = 24 ksi L req'd = 3.0 ft - unreinforced slab psf Area Required = 0.072 in^2 Use # 4 hairpin w/ 4 foot legs. Weights As (req'd by calc.) = Passive Soil Resistance in^2 ACI 7.12 As (min) _ Weight of Pier = 0.42 kips Wall Length for Passive Res. = 4.5 ft Weight of Soil Above Footing = 2.78 kips Ftg. Width for Passive Res. = 4.5 ft Weight of Spot Footing = 2.32 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.18 kips Passive Res. (Spot Footing) = 240 kips Weight of Continuous Ftg. = 0.06 kips Passive Res. (Wall & Pier) = 1.13 kips Weight of Slab 6 inches thick = 2.16 kips Passive Res. (Cont. Ftg.) = 0.11 kips Use Passive Res. to Resist Moment? NO Total Passive Resistance = 3.64 kips Check. Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1.25 ft Top of Wall to Grade = 12 in P (total) = 17.000 kips OS Conc. to CL A.R. = 5 in Overturning Moment = 3.75 kip*ft Pier Width = 12 in OTM Eccentricity = 2.6 inches Pier Depth (wall included) = 10 in Footing Offset = 0 inches Pier Height = 42 in Offset Resisting Moment = - 0.00 kip*ft Wall Thickness = 8 in Passive Resisting Moment = 0.00 kip*ft Wall Height = 42 in Net Eccentricity = 2.6 inches Footing Width = 8 in B/6 = 8 inches OK Footing Depth = 16 in Bearing Pressure, q (max.) = 1414 psf OK Uplift Weight of Footing and Pier = 2.74 kips Weight of Soil & Slab Above Footing = 4.94 kips Weight of Cont. Wall & Footing = 3.82 kips Total = 11.50 kips Offset footing 0 inches. Wall Length used for Uplift = 10 ft Cont. Ftg. Length for Uplift = 10 ft Factor of Safety = 4.79 > 1.0 OK Check Footing Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 711 psf Rebar d' _ OS Footing Edge from Wall = 1.583 ft Rebar d = q (at face of wall) = 1136 psf Rebar fy = Moment in Footing (Mu, ULT) = 9.06 k*ft Concrete f'c = As (req'd by calc.) = 0.238 in^2 ACI 7.12 As (min) _ Opposite Direction Reinforcing Options 6 #4 bars Min. Steel Ratio = 0.0018 4 #5 bars As per ACI 7.12 3 #6 bars Check Footing Shear Shear in Footing (Vu, ULT) = 11.45 kips Required Thickness = 668 in OK 3.5 in 8.5 in 60000 psi 2500 psi 1.037 in^2 0 t� ions 6 #4 bars 4 #5 bars 3 #6 bars Use (6) #4 bars in direction of horizontal force and use (6) #4 bars in the apposite direction. For Pier Design Nu = 27 kips **See pier calculation Mu = 6 kip*ft on page 10. Vu = 5 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Man, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP Subject: CARPET DIRECT Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 10 Date: 07/27/21 By: JVL Input Column Geometry fc' = 2500 psi Bar Size = 4 Total # of Bars 4 b fy = 60 ksi # of Bars b Face 2 Tie Size = 3 d' = 2.375 in # of Bars h Face 2 • * • b = 12 in h = 10 in Placement of Reinforcement Steel � = 0.65 d A., Loadine Edge Layer (d1) 7.63 0.40 Pux = 27.2 kips Interor Layer (d2) 0.00 0.00 Mux = 6.0 kip -ft Interor Layer (d3) 0.00 0.00 Vux = 4.8 kips Edge Layer (d4) 2.38 0.40 X-AXIS INTERACTION DIAGRAM 250 •' • • • Limits of Interaction Diagram 0 Design Loads 200 — — Max. Allowable Axial Load (k) 150 - • - — — °�• *T- ��.� — — — – Y 100 •� C -9- 50 – - 0... -50 • ......... .. ••` -100 0 5 10 15 20 25 �Mnx (k -ft) Shear Desien �V, = 7.6403 �Vc/2 = 3.8201 V„ > �V,/2 i _ X-._. _._,_, --,- --------- h di • • Y Typical Member Section DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (4) # 4 VERTICAL BARS IN COLUMN. If V„ < 0Vc/2 then Vertical Spacing of ties If V„ > 0Vc/2 then vertical spacing of ties shall not exceed the least of: shall not exceed the least of: 16 x (longitudal bar diameters) = 8 in s max = A,fy/(0.75d(fc')b) = 29.333 in 48 x (tie bar diameter) = 18 in s max = A„fy/(50b) = 22 in Least dimension of column = 10 in s max = d/2 <- 24 in = 3.8125 in USE # 3 TIES AT 3.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER. IsMOUNTAIN VIEW INC.Page: 8 ENGINEERING, . Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Main, Salta A . Brigham city, Utah 84302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fox (435) 734-9519 Corner Footings (Line 1 / Grids A & N) METAL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Use 2.5 ft2 x 12 Dead Load (D) 1 0 ft 0 reinforced with (4) #4 bars each way. Collateral Load (D) 1 0 0 q = 1280 psf OK Horizontal Force Roof Live Load (Lr) 3 0 0 Horizontal forces will be resisted by the foundation Floor Live Load (L) 0 0 0 Snow Load (S) 6 0 Net Uplift = 0 kips Weight of Footing and Soil = 2.17 Wind Load (W) -4 3 6 0 Weight of Concrete Slab = 1.26 kips Seismic Load (E, ult) -1 0 inches 0 = 1.95 kips (EW) OS Conc. to CL Footing = ASCE 7-16 LOAD COMBINATIONS (ASD) inches Total = 5.38 P (kips) V (kips) Mk( ip*ft) 1. D 1. 2.00 0.00 0.00 2. D + L of Safety 2. (EW) Length of Wall for Uplift = 2.00 000 0.00 3. D + (Lr or S) 3. 8 8.00 0.00 000 4. D + 0.75L + 0.75(Lr or S) 4. 6.50 0.00 0.00 5. D + (0.6W or 0.7E) 5. 1.30 1.80 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 5.98 1.35 0.00 7. 0.61D + 0.6W 7. -1.20 1.80 0.00 8. 0.6D + 0.7E 8. 0.50 0.00 0.00 Controlling Loads Axial = 8.0 kips Horizontal = 1.8 kips Uplift = -1.2 kips Check Soil Bearin Allowable Pressure = 1500 psf Use 2.5 ft2 x 12 inch deep footing B req'd = 2.31 ft reinforced with (4) #4 bars each way. q = 1280 psf OK Horizontal Force Horizontal forces will be resisted by the foundation walls adjacent to the column. Uplift Net Uplift = 1.2 kips Weight of Footing and Soil = 2.17 kips Slab Thickness = 6 inches Weight of Concrete Slab = 1.26 kips Depth to top of Ftg. = 30 inches Weight of Foundation Wall & Ftg. = 1.95 kips (EW) OS Conc. to CL Footing = 5 inches Total = 5.38 kips (SW) OS Conc. to CL Footing = 16 inches (SW) Length of Wall for Uplift = 5 feet Factor of Safety = 4.48 > 1.0 OK (EW) Length of Wall for Uplift = 5 feet Wall Thickness = 8 inches 10 MOUNTAIN VIEW Page: 12 ENGINEERING, INC. Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date. 07/27/21 345 No. Maki, Suite A • Brigham city, Utah 84302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fax (435) 734-9519 Sidewall Footings (Line 9 / Grids F & N) METAL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Use 4.5 ft2 x 12 Dead Load (D) 5 2 4.40 0 reinforced with 6 #4 bars each wa . Collateral Load (D) 3 2 0 q = 1432 psf OK Horizontal Force Roof Live Load (Lr) 7 3 0 Use rebar hairpins to resist horizontal force. Floor Live Load (L) 0 0 0 Snow Load (S) 21 8 0 L req'd = 12 ft - unreinforced slab Wind Load (W) -16 -9 0 Use # 5 hairpin w/ 10 foot l s. Seismic Load (E, ult) -2 2 0 Net Uplift = ASCE 7-16 LOAD COMBINATIONS ASD kips Weight of Footing and Soil = 7.43 P kis V (kips) M ki *ft 1. D Weight of Concrete Slab = 1. kips 8.00 4.00 0.00 2. D + L 4.65 2. OS Conc. to CL Footing = 8.00 4.00 0.00 3. D + (Lr or S) kips 3. 15 29.00 12.00 0.00 4. D + 0.75L + 0.75(Lr or S) Wall Thickness = 4. inches 23.75 10.00 0.00 5. D + (0.6W or 0.7E) 5, 6.60 5.40 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 22.70 11.05 0.00 7. 0.6D + 0.6W 7 -4.80 -4.20 0.00 8. 0.6D+0.7E 8. 3.40 380 000 Controlling Loads Axial = 29.0 kips Horizontal = 12.0 kips Uplift = -4.8 kips Check Soil Bearin Allowable Pressure = 1500 psf Use 4.5 ft2 x 12 inch deep footing B req'd = 4.40 ft reinforced with 6 #4 bars each wa . q = 1432 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.29 int L req'd = 7.6 ft - reinf. slab (6x6 W1.4xW1 4 min.) L req'd = 12 ft - unreinforced slab Use # 5 hairpin w/ 10 foot l s. Uplift Net Uplift = 4.8 kips Weight of Footing and Soil = 7.43 kips Slab Thickness = 4 inches Weight of Concrete Slab = 2.30 kips Depth to top of Ftg. = 30 inches Weight of Foundation Wall & Ftg. = 4.65 kips OS Conc. to CL Footing = 14 inches Total = 14.38 kips Length of Wall for Uplift = 15 feet Wall Thickness = 8 inches Factor of Safety = 3.00 > 1.0 OK INMOUNTAIN VIEW INC.Page: 13 ENGINEERING, . Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Man, Suite A • Brigham city, Utah 84302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fox (435) 734-9519 Corner Footings (Line 10 / Grids F & N) METAL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Dead Load (D) 5 2 4.8 0 Weight of Footing and Soil = 6.12 kips Collateral Load (D) 3 2 inches 0 1.30 kips Depth to top of Ftg. = Roof Live Load (Lr) 7 3 Weight of Foundation Wall & Ftg. 0 kips (EW) OS Conc. to CL Footing = 5 Floor Live Load (L) 0 0 8.60 0 (SW) OS Conc. to CL Footing = 16 inches Snow Load (S) 21 8 0 5 feet Wind Load (W) -16 -9 5 0 Seismic Load (E, ult) -2 2 inches 0 ASCE 7-16 LOAD COMBINATIONS (ASD) P kis V (kips) M ki "ft 1. D 1 8.00 4.00 0.00 2. D + L 2. 8.00 4.00 0.00 3 D + (Lr or S) 3, 29.00 12.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 23.75 10.00 0.00 5. D + (0.6W or 0.7E) 5. 6.60 5.40 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 2270 11.05 0.00 7 0.6D + 0 6W 7. -4.80 -4.20 0.00 8. 0.6D + 0.7E 8. 3.40 380 0.00 Controlling Loads Axial = 29.0 kips Horizontal = 12.0 kips Uplift = -4.8 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 4.5 ft2 x 12 inch deep footing B req'd = 4.40 ft reinforced with (6) #4 bars each way. q = 1432 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.29 in2 L req'd = 7.6 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 12 ft - unreinforced slab Use # 5 hairpin w/ 10 foot legs. Uplift Net Uplift = 4.8 kips Weight of Footing and Soil = 6.12 kips Slab Thickness = 4 inches Weight of Concrete Slab = 1.30 kips Depth to top of Ftg. = 30 inches Weight of Foundation Wall & Ftg. = 1.18 kips (EW) OS Conc. to CL Footing = 5 inches Total = 8.60 kips (SW) OS Conc. to CL Footing = 16 inches (SW) Length of Wall for Uplift = 5 feet Factor of Safety = 1.79 > 1.0 OK (EW) Length of Wall for Uplift = 5 feet Wall Thickness = 8 inches MOUNTAIN VIEW INC.Page: 14 ENGINEERING, VJob: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Mae, Suite A • Brigham city, Utah 94302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fax (435) 734-9519 Endwall Footings (Line 8 / Grids C & E and Line 10 / Grids J & L) METAL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Dead Load (D) 0.6 0 0 Collateral Load (D) 0 0 0 Roof Live Load (Lr) 0 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 0 0 0 Wind Load (W) 0 5.7 0 Seismic Load (E, ult) 0 0 0 ASCE 7-16 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk( ip*ft) 1. D 1. 0.60 0.00 0.00 2. D + L 2. 0.60 0.00 0.00 3. D + (Lr or S) 3 0.60 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 0.60 0.00 0.00 5. D + (0.6W or 0.7E) 5, 0.60 3.42 0.00 6. D + 0.75(0.6W or 0.7E) + 0 75L + 0.75(Lr or S) 6. 0.60 2.57 0.00 7. 0.61D + 0.6W 7. 0.36 3,42 0.00 8. 0.6D + 0.7E 8. 0.36 0.00 0.00 Controlling Loads Axial = 0.6 kips Horizontal = 3.4 kips Uplift = 0.0 kips MOUNTAIN VIEW Page: 15 ENGINEERING, INC. Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Main, Supe A • Brigham city, Mob 94W2 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fox (435) 734-9519 Endwall Footings (Line 8 / Grids C & E and Line 10 / Grids J & L) PD+L = 0.6 kips FH = 3.4 kips Use 3.0 ft. x 3.0 ft. x 12 inch deep footin Uplift = 0.0 kips Horizontal Force Use rebar hairpins to resist horizontal force. Top of Pier to Center of Hairpin = 15 in L req'd = 2.2 ft - reinf. slab (6x6 W1.4xW1.4 min.) Tensile Strength of Rebar = 24 ksi L req'd = 3.4 ft - unreinforced slab Area Required = 0.082 in^2 Use # 4 hairpin w/ 4 foot legs. Weights Passive Soil Resistance Weight of Pier = 0.42 kips Wall Length for Passive Res. = 5 ft Weight of Soil Above Footing = 1.42 kips Ftg. Width for Passive Res. = 5 ft Weight of Spot Footing = 1 31 kips Passive Earth Pressure = 200 psf/ft Weight of Continuous Wall = 1.35 kips Passive Res. (Spot Footing) = 1.80 kips Weight of Continuous Ftg. = 0.26 kips Passive Res. (Wall & Pier) = 1.25 kips Weight of Slab 4 inches thick = 1.09 kips Passive Res. (Cont. Ftg.) = 0.45 kips Use Passive Res. to Resist Moment? YES Total Passive Resistance = 3.50 kips Check Soil Bearing Allowable Bearing Pressure = 1500 psf Moment Arm = 1.25 ft Top of Wall to Grade = 12 in P (total) = 2.328 kips OS Conc. to CL A.R. = 5 in Overturning Moment = 4.275 kip*ft Pier Width = 12 in OTM Eccentricity = 22.0 inches Pier Depth (wall included) = 10 in Footing Offset = 0 inches Pier Height = 42 in Offset Resisting Moment = - 0.00 kip*ft Wall Thickness = 8 in Passive Resisting Moment = - 2.94 kip*ft Wall Height = 42 in Net Eccentricity = 6.9 inches Footing Width = 8 in B/6 = 6 inches PARTIAL BEARING Footing Depth = 16 in X=3(B/2-e)= 2.78 ft Bearing Pressure, q (max.) = 558 psf OK Offset footing 0 inches. Uplift Weight of Footing and Pier = 1.73 kips Wall Length used for Uplift = 5 ft Weight of Soil & Slab Above Footing = 2.51 kips Cont. Ftg. Length for Uplift = 5 ft Weight of Cont. Wall & Footing = 1.61 kips Total = 5.85 kips Factor of Safety = #DIV/0! # Check Footing Flexure(Reinforcing in Direction of Horizontal Force q (min.) = 0 psf Rebar d' = 35 in Options OS Footing Edge from Wall = 1.083 ft Rebar d = 8.5 in 4 #4 bars q (at face of wall) = 356 psf Rebar fy = 60000 psi 3 #5 bars Moment in Footing (Mu, ULT) = 0.88 k*ft Concrete fc = 2500 psi 2 #6 bars As (req'd by calc.) = 0.023 in"2 ACI 7.12 As (min) = 0.778 in^2 Opposite Direction Reinforcing Options 4 #4 bars Min. Steel Ratio = 0.0018 3 #5 bars Use (4) #4 bars in direction of horizontal force As per ACI 7.12 2 #6 bars and use (4) #4 bars in the opposite direction. Check Footing Shear For Pier Design Nu = 1 kips Shear in Footing (Vu, ULT) = 1 62 kips **See pier calculation Mu = 7 kip*ft Required Thickness = 4.10 in OK on page 16. Vu = 5 kips MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, latah 84342 Phone (435) 734-9740 Fax (435) 734-9519 Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Subject: CARPET DIRECT Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 7 Date: 07/27/21 By: JVL Input Column Geometry fc' = 2500 psi Bar Size = 4 Total # of Bars 4 h fy = 60 ksi # of Bars b Face 2 Tie Size = 3� d' = 2.375 in # of Bars h Face 2 b = 12 in h = 10 in Placement of Reinforcement Steel �= 0.65 d A Loading Edge Layer (d1) 7.63 0.40 h di Pux = 1.0 kips Interor Layer (dz) 0.00 0.00 Mux = 6.8 kip -ft Interor Layer (d3) 0.00 0.00 ' Vux = 5.5 kips Edge Layer (d4) 2.38 0.40 0 * 0 Y� X-AXIS INTERACTION DIAGRAM Typical Member Section • • • • • = 250 Limits of Interaction Diagram - - ❑ Design Loads 200 — Max. Allowable Axial Load {k) 150 ---- .+---•— Y X -9- 50 - 0 ... -50 .. • _— I -100 0 5 10 15 20 25 �Mnx (k -ft) Shear Design �Vc = 6.89 �Vc/2 = 3.445 V„ > �Vc/2 DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (4) # 4 VERTICAL BARS IN COLUMN. If V„ < �Vc/2 then Vertical Spacing of ties If V„ > �Vc/2 then vertical spacing of ties shall not exceed the least of: shall not exceed the least of: 16 x (longitudal bar diameters) = 8 in s max = A„fy/(0.75V(f,')b) = 29.333 in 48 x (tie bar diameter) = 18 in s max = A„fy/(50b) = 22 in Least dimension of column = 10 in s max = d/2 <_ 24 in = 3.8125 in USE # 3 TIES AT 3.00 INCHES ON CENTER WITH (3) IN THE TOP FIVE INCHES OF PIER. MOUNTAIN VIEW INC.Page: 17 ENGINEERING, . Job: MVE #211066 NUCOR BUILDING SYSTEMS GROUP (UT) Date: 07/27/21 345 No. Main, Suite A • Brigham City, Utah 64302 Subject: CARPET DIRECT By: JVL Phone (435) 734-9700 Fax (435) 734-9519 Wind Column (Line 8 / Grid F) PD+L = 0.6 kips FH = 3.4 kips Check Soil Bearin Allowable Pressure = 1500 psf Use 2.0 ft2 x 12 inch deep footing B req'd = 0.63 ft reinforced with (3) #4 bars each waw q = 150 psf OK Horizontal Force Horizontal forces will be resisted by concrete floor slab on all sides of the footing MOUNTAIN VIEW ENGINEERING INC. Job: � Subject: 345 North Main Brigham City Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Description: 28'x70' Mezzanine Location: Vancouver, Washington MVE #170155 R&M STEEL COMPANY PHASE ONE - OFFICE WAREHOUSE SECOND FLOOR DESIGN CRITERIA A. Floor Live Load B. Floor Dead Load C. Seismic Information SS S1 S DS S D1 Site Class Seismic Design Category Importance Factor Analysis Procedeure Basic SFRS Seismic Response Coefficient Response Modification Factor D. Allowable Soil Bearing Pressure 65 psf (Mechanical) 15 psf Page: _ I Ch Date: 08/24/21 By: JVL = 0.366 = 0.142 = 0.368 = 0.219 = D D 1.0 = Equivalent Lateral Force Procedure = Light Frame Walls with Shear Panels - Other Materials = 0.184 2.0 as per ASCE 7 Table 12.2-1 = 1500 psf MATERIAL DESIGN STANDARDS AND STRENGTHS Wood Dimensional Lumber - Douglas Fir -Larch #2 Glulam Beams - Visually Graded Western Species 24F -V8 Laminated Veneer Lumber (LVL) - Fb = 2600 psi, E = 1,900,000 psi Timberstrand (LSL) - Trus Joist -MacMillan E = 1,500,000 psi MEMBER ff21:PORI Level, Floor: Joist 1 piece(s) 117/8" TJI@ 210 @ 16" OC :i,;erall Length: 16' 3 15111 G" 0 Q All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results v Actual C Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 860 @ 2 1/2" 1134 (2.25") Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 840 @ 3 1/2" 1655 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3376 @ 8' 2• 3795 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.372 @ 8' 2" 0.530 Passed (L/513) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.458 @ 8' 2" 0.796 Passed (L/417) -- 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 46 Any Passed 1" iL 11I LL tLI—) CITU 1 L tLI—V). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50" 2.25" 1.75" 163 708 871 1 1/4" Rim Board 2 - Stud wall - DF 3.50" 2.25" 1.75" 163 708 871 1 1/4" Rim Board ._.. ----- '- --- -...-- — __.. , -,..,,,,r. ..... ....... �..,.. r .. ,., ..r...W .. -1 Ty -Vu Lateral Bracing Bracing Intervals Comments fop Edge (Lu) 3' 10" o/c 3ottom Edge (Lu) 16' 1" o/c • u1 JVib6 are only analyzeb using maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Dead Spacing (0.90) floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 16'3 15/16" 16" 15.0 65.0 Default Load 1"t System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdolms any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser faciNtles are thlyd-parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports FSR -1153 and ESR- 1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.wmJwvodpredu[ts/document-flbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Job Notes Jed Larsen Mountain View Engineering, Inc. (435) 734-9700 jed@mvengr.net @Ueyerhaeuser 8/13/20217:46:48 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 211066 Page 1 / 1 l FE C MEMBER REPORT Level, Floor: Joist 2 1 piece(s) 117/8" TJI@ 210 @ 16" OC Overall Length: 28'5 15/16' 16' 3 15/16" � nn All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1906 @ 16'3 15/16" 2565 (5.25") Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 944 @ 16' 13/16" 1821 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -2802 @ 16' 3 15/16" 3795 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.275 @ 78 15]16" 0.537 Passed (L/704) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.327 @ 78 1/4" 1 0.806 1 Passed (L/591) - 1.0 D + 1.0 L (Alt Spans) TJ -Pro'"' Rating 47 Any Passed LliLn1V -U iLkLi YU). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the Tl -Pro" Rating include: None. - Ww•- w��•�.��r••-pp•aa+--- , uyRdaauoy are iu mu acing aesigneu. Lateral Bracing Bracing Intervals Comments Bearing Length Loads to Supports (lbs) Bottom Edge (Lu) Supports Total Available I Required Dead I Floor Live Total Accessories 1 - Stud wall - DF 3.50" 2.25" 1.75" 133 616/-32 749/-32 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 5,50" 3.50" 357 1548 1905 None 3 -Stud wall - DF 3.50" 2.25" 1.75" 80 481/-126 5626 1 1/4" Rim Board - Ww•- w��•�.��r••-pp•aa+--- , uyRdaauoy are iu mu acing aesigneu. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4'7" o/c Bottom Edge (Lu) 4' 4" o/c • I it Jolsrs are only analyzed using Maximum Allowable bracing solutions.. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 28' 5 15/16" 16" 15.0 65.0 Default Load PASSED X System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as deternalned by the authority having jurisdictlon. The designer of retard, builder or framer Is responsible to assure that this calculatfon is Compatible with the overall project. Accessories (Rim Board, Bipcking Panels and Squash Blocks) afe not designed by this software. Products manufactured at Weyerhaeuser facilfties are th[rd-party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR-1153and ESR -1387 and/or tested In accordance with applicable ASTM standards. For Current code evaluation reports, Weyerhaeuser product literature and installatlon details refer to www.weyerhaeuser-conVwocdproducWdpcument-tlbrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 8/13/20217:47:10 PM UTC Jed Larsen Mountain View Engineering, Inc. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (435) 734-9700 jed@mvengr.net Weyerhaeuser File Name: 211066 Page 1 / 1 9FORTEM MEMBER REPORT PASSED Level, Floor: Joist 3 �� 1 piece(s) 11 7/8" TJI® 210 @ 16" OC 0 7 14' Overall Length: 28' 6 P 14' Sr All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1873 @ 14' 2565 (5.25") Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 862 @ 14' 2 3/4" 1821 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -2631 @ 14' 3795 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.186 @ 21' 6 9/16" 0.476 Passed (L/921) -- 1.0 D + 1.0 L (Alt Spans) Total Load DER (in) 0.216 @ 21' 7 11/16" 0.715 Passed (L/794) -- 1.0 D + 1.0 L (Alt Spans) TJ-ProTm Rating 52 Any Passed • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Total Bearing Length Available Required Loads to Supports (lbs) Dead Floor Live Total Accessories 1 - Stud wall - DF 3.50" 2.25" 1.75" 106 542/-73 648/-73 1 1/4" Rim Board 2 - Stud wall - SPF _ 5.50" 5.50" 3.50" 351 1522 1873 None 3 - Stud wall - DF 3.50" 2.25" 1.75" 113 559/-62 672/-62 1 1/4" Rim Board ...... ___._._ ____...__ -_ __.., _.. ,___-_rr..F,. ...,�...r •••••••,-�•, ••rr�",��y •��c �„�„rw, ucn�y s.cayo nv. .ateral Bracing Bracing Intervals Comments op Edge (Lu) FY o/c ottom Edge (Lu) 4'6” o/c i Ja Juuu — U111Y d IdlyL U U51ng maximum AI iowame oracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 28' 6" 16" 15.0 65.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants fhat the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall protect. Accessories (Rim Board, Blodting Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser faciNties are thlyd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested In accordance wRh applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation detalls refer to www-weye+fialeuser.com/w000rodLKWdmument-ilbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Job Notes Eledaew Engineering, Inc.700 r.net Weyerhaeuser 8/13/20217:47:30 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 211066 Pagel/1 Mountain View Engineering, Inc. Project Title: Carpet Direct 345 N Main St, Suite Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Beam DESCRIPTION: 3' Perimeter Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Printed: 13 AUG 2021, 1:49PM F39: 211466.ec6 Software 00pys" ENERCALC, INC.' 1983.2020. BuRd:12.20.8.17 ------------- Analysis Method: Allowable Stress Design Fb + 850.0 psi Load Combination ASCE 7-10 Fb - 850 0 psi fb: Actual = 206 25psi Fc - Prll 1,400 0 psi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No 1/No 2 Fv 180.0 psi 0.0038 1.511 Ft 500 0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Support 1 Support 2 Overall MAXimum _0�0 f_22�5,]iL(0.53145} Applied Loads Uniform Load : D = 0.0150, L = 0 0650 ksf, Tributary Width = 8.170 ft DESIGN SUMMARY 11707>=360 Maximum Bending Stress Ratio = 0.221:1 Section used for this span 2-2x10 fb: Actual = 206 25psi Fb: Allowable = 935 OOpsi Load Combination +D+L Location of maximum on span = 1.500ft Span # where maximum occurs = Span # 1 Maximum Deflection +D+L 1 2-2x10 Span = 3.0 ft E: Modulus of Elasticity Ebend- xx 1,600 0 ksi Eminbend - xx 580 0 ksi Density 30 580 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.003 in Ratio= 11707>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.004 in Ratio= 9512>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max "" Defl Location in Span Load Combination +D+L 1 0.0038 1.511 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0 980 8 Overall MINimum 0.797 0.797 D Only 0.184 0.184 +D+L 0.980 0.980 +D+O 750L 0,781 0.781 +0 60D 0.110 0.110 L Only 0.797 0.797 0.144 : 1 2-2x10 - 25.92 psi - 180.00 psi +D+L = 0.000 ft Span # 1 Max. "+' Defl Location in Span 0.0000 0.000 Values in KIPS Mountain View Engineering, Inc. Project Title: Carpet Direct z 3 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Printed: 13 AUG 2021, 1:51 PM Wood Column tee: .e Software copyright ENERCALC, INC. 1983 2020, BuIId:12.20, .17 ,Lk. N. KW.8600072 MOUlffAIN VISW ENGINEERING, INC. DESCRIPTION: 3' Header Jamb Code References _ Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned 1.50 in Allow Stress Modification Factors Overall Column Height Exact Depth 9 ft ( Used for non -slender calculations ) Area Wood Species Douglas Fir - Larch (North) Ix Wood Grade Stud 1.0 ly Fb + 650 0 psi Fv 180 0 psi Fib - 650 0 psi Ft 400 0 psi Fc - Prll 900 0 psi Density 30.590 pcf Fc - Perp 625 0 psi 1.0 NDS 15 3 2 1,400.0 ksi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 114000 1,400.0 Minimum 510.0 510.0 Wood Section Name 2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Column self weight included : 15.773 lbs' Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 8.250 in12 Cf or Cv for Compression 1.0 Ix 20 797 inA4 Cf or Cv for Tension 1.0 ly 1.547 inA4 Cm: Wet Use Factor 1.0 +D+L Ct : Temperature Factor 1.0 0.06040 ft Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15 3 2 1,400.0 ksi Use Cr : Repetitive ? No Brace condition for deflection (buckling) along columns : 615.08 psi X -X (width) axis : Fully braced against buckling ABOUT Y -Y Axis Load Combination Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 10 ft, K =1.0 Applied Loads Column self weight included : 15.773 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.330, L =1.390 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3421 :1 Load Combination +D+L Governing NDS Forumla Comp + Mxx, NDS Eq. 3 9-4 Location of max.above base 0.06040 ft At maximum location values are. . Applied Axial 1 736 k Applied Mx -0.000240 k -ft Applied My 0 0 k -ft Fc: Allowable 615.08 psi PASS Maximum Shear Stress Ratio = 0.004022:1 Load Combination +D+L Location of max.above base 9 0 ft Applied Design Shear 0.7239 psi Allowable Shear 180 0 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0 003981 k Bottom along Y -Y 0 003981 k Top along X -X 0.0 k Bottom along X -X 0 0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y -0.01115 in at 5.255 ft above base for load combination : +D+L Along X -X 0.0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ... %Mdirig Qomoression Tension Mountain View Engineering, Inc. 345 N Main St, Suite A Brigham City, UT 84302 Wood Beam Project Title: Carpet Direct Z -y Engineer: JVL Project ID: 211066 Project Descr: Structural Mezzanine Design DESCRIPTION: 5' Perimeter Beam 0.024 in Uniform Load : D = 0.0150, L = CODE REFERENCES DESIGN SUMMARY 0.000 in Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 2-2x10 Load Combination Set: ASCE 7-10 = 572.91 psi Fb: Allowable Material Properties Load Combination +D+L Analysis Method: Allowable Stress Design Fb + 850.0 psi Load Combination ASCE 7-10 Fb . 850.0 psi. Max. "" Defl Location Fc - Prll 1, 400.0 psi Wood Species Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade No. 1/No 2 Fv 1 80. 0 psi Support Ft 500.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _Q(U.122551 LSO 531a5L_ Applied Loads 0.024 in Uniform Load : D = 0.0150, L = 0.0650 ksf, Tributary Width = 8.170 ft DESIGN SUMMARY 0.000 in Maximum Bending Stress Ratio = 0.613 1 Section used for this span 2-2x10 fb: Actual = 572.91 psi Fb: Allowable = 935 OOpsi Load Combination +D+L Location of maximum on span = 2.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Load Combination Span 2-2x10 Span =50ft Printed: 13 AUG 2021, 1:49PM File 2M6_.W6— C, INC. 1983.2020. Build: 12,20.8.17 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 30 580 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv. Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.024 in Ratio= 2528> 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.029 in Ratio= 2054>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections 1.302 +0.60D 0.184 Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 0.0292 2518 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.6"4 1.634 Overall MINimum 1.328 1 328 D Only 0.306 0.306 +D+L 1.634 1 634 +D+0.750L 1 302 1.302 +0.60D 0.184 0184 L Only 1 328 1.328 Max. "+' Defl 00000 Values in KIPS 0.340 : 1 2-2x10 61 25 psi 180 00 psi +D+L 0.000 ft Span # 1 Location in Span 0 000 Mountain View Engineering, Inc. 345 N Main St, Suite A Brigham City, UT 84302 Wood Column DESCRIPTION: 5' Header Jamb Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9 ft ( Used for non -slender calculations ) Project Title: Carpet Direct ;L.5 - Engineer: JVL Project ID: 211066 Project Descr: Structural Mezzanine Design Printed: 13 AUG 2021, 1:51 PM SORN M copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.17 Wood Section Name 2x6 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Wood Species Douglas Fir -Larch (North) Exact width 1.50 in Allow Stress Modification Factors = 0.310, L = 1.330 k Wood Grade Stud Bending & Shear Check Results 180 0 psi Exact Depth 5.50 in Cf or Cv for Bending 1 0 +D+L Governing NDS Forumla Comp + Mxx, NDS Eq 3.9-4 Location of max.above base 0.06040 ft Area 8.250 in"2 Cf or Cv for Compression 1.0 Fb + 650.0 psi Fv 180.0 psi Ix 20.797 in14 Cf or Cv for Tension 1.0 Fb - 650.0 psi Ft 400 0 psi ly 1.547 in14 Cm : Wet Use Factor 1 0 Fc - Prll 900 0 psi Density 30.590 pcf Ct :Temperature Factor 1.0 Fc -Perp 625 0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf :Built-up columns 1.0 Nos /5 3 z Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr : Repetitive ? No Minimum 510.0 5100 Brace condition for deflection (buckling) along columns : X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 15.773 lbs' Dead Load Factor AXIAL LOADS ... +D+L Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.310, L = 1.330 k DESIGN SUMMARY 0 6902 psi Bending & Shear Check Results 180 0 psi PASS Max. Axial+Bending Stress Ratio = 0.3263 :1 Load Combination +D+L Governing NDS Forumla Comp + Mxx, NDS Eq 3.9-4 Location of max.above base 0.06040 ft At maximum location values are .. . Applied Axial 1.656 k Applied Mx -0.000229 k -ft Applied My 0.0 k -ft Fc: Allowable 615.08 psi PASS Maximum Shear Stress Ratio = 0.003835:1 Load Combination +D+L Location of max.above base 9 0 ft Applied Design Shear 0 6902 psi Allowable Shear 180 0 psi Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0 003796 k Bottom along Y -Y 0.003796 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y -0 01063 in at 5 255 ft above base for load combination : +D+L Along X -X 00 in at 0 0 It above base for load combination : nla Other Factors used to calculate allowable stresses ... Bert'mg CDmflresston Tension Mountain View Engineering, Inc. Project Title: Carpet Direct 2� 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Beam DESCRIPTION: 5' Perimeter Beam Parallel to Joist CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850 0 psi Load Combination ASCE 7-10 Fb 850.0 psi Maximum Shear Stress Ratio Section used for this span Fc - Prll 1,400.0 psi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625 0 psi Wood Grade : No. 1/No 2 Fv 180.0 psi Load Combination Location of maximum on span Ft 500 0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span # where maximum occurs Maximum Deflection verall MAXimum _ 0.400 2-2x10 Span = 5-0 ft Printed: 13 AUG 2021, 1:49PM Fll_e7 2ift e ENERCAIC. INC. 1983-2020, Build: 12.20.8.17 E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend - xx 580.Oksi Density 30.580 pcf pr.3 Applied Loads Service loads entered. Load Factors will be applied for calculations Uniform Load : D = 0.0150, L = 0.0650 ksf, Tributary Width = 2.0 ft 10330> 360 DESIGN SUMMARY 0 000 in Ratio = 0 <360 Maximum Bending Stress Ratio = 0.1501 Maximum Shear Stress Ratio Section used for this span 2-2x10 Section used for this span fb: Actual = 140 25psi fv: Actual Fb: Allowable = 935 OO psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection verall MAXimum _ 0.400 Max Downward Transient Deflection 0 006 in Ratio = 10330> 360 Max Upward Transient Deflection 0 000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio= 8393>=240 Max Upward Total Deflection 0 000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max '2 Defl Location in Span Load Combination +D+L 1 0.0071 2.518 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support verall MAXimum _ 0.400 Overall MINimum 0.325 0.325 D Only 0.075 0.075 +D+L 0.400 0.400 +D+0.750L 0.319 0.319 +0.60D 0,045 0.045 L Only 0.325 0.325 0.083 : 1 2-2x10 14 99 psi 180 00 psi +D+L 0.000 ft = Span # 1 Max "+" Defl Location in Span 00000 0.000 Values in KIPS Mountain View Engineering, Inc. 345 N Main St, Suite A Brigham City, UT 84302 Project Title: Carpet Direct 21 Engineer: JVL Project ID: 211066 Project Descr: Structural Mezzanine Design _ Wood Beam 0.005 in Ratio= Uniform Load : D = 0.0150, L = 0.0650 ksf, Tributary Width = 14.250 ft Printed: 13 AUG 2021. 1:50PM LIc. V : kw -0-13-00-5 -0-7-2 MaximumBending Stress Ratio = Software CppAnt ENERCALC. INC. 1983-2020, Build: 12,20.8,17 MOUNTAIN VIEW DESCRIPTION: 3' Interior Beam 2-2x10 fb: Actual = ENGINEERING, INC CODE REFERENCES 935 OOpsi Load Combination +D+L Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 1.500ft Span # where maximum occurs = Span # 1 Load Combination Set: ASCE 7-10 Vertical Reactions Support notation : Far left is #1 Material Properties Support 1 Support 2 Overall MAXimum Analysis Method: Allowable Stress Design Fb + 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 850.0 psi Ebend- xx 1,600 0 ksi +O+L Fc - Prll 1,400.0 psi Eminbend - xx 580 Oksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi 0,192 0192 Wood Grade :No 1/No. 2 Fv 180.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional Ft buckling 500.0 psi Density 30 580pcf a f0 213i 7:5} t -t ,92625] — 2-2x10 Span = 3-0 ft Applied Loads 0.005 in Ratio= Uniform Load : D = 0.0150, L = 0.0650 ksf, Tributary Width = 14.250 ft DESIGN SUMMARY-- UMMARY___Maximum 0 000 in Ratio = MaximumBending Stress Ratio = 0.385 1 Section used for this span 2-2x10 fb: Actual = 359 74psi Fb: Allowable = 935 OOpsi Load Combination +D+L Location of maximum on span = 1.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.005 in Ratio= 6712> 360 Max Upward Transient Deflection 0 000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio= 5453>=240 Max Upward Total Deflection 0 000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "J" Defl Location in Span Load Combination +D+L I 00066 1.511 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.710 1.710 Overall MINimum 1.389 1.389 D Only 0.321 0.321 +O+L 1.710 1.710 +D+0.750L 1,363 1.363 +0.60D 0,192 0192 L Only 1.389 1 389 .• . • = 0.251 : 1 2-2x10 45 20 psi 180 00 psi +D+L 0 000 ft Span # 1 Max "+" Defl Location in Span 0.0000 0.000 Values in KIPS Mountain View Engineering, Inc. Project Title: Carpet Direct 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Beam DESCRIPTION: 4' Interior Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 850.0 psi Load Combination ASCE 7-10 Fb - 850.0 psi Section used for this span 2-2x10 Fc - Prll 1,400 0 psi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade No. 1/No 2 Fv 180 0 psi Maximum Deflection Ft 500 0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Support 1 Support 2 Overall MAXimum 0(0.21375) L[O-9' 626) A i' 2-2x10 Span =4.0ft Applied Loads 0.017 in Ratio= Uniform Load : D = 0.0150, L = 0.0650 ksf, Tributary Width = 14.250 ft DESIGN SUMMARY 0 <360 Maximum Bending Stress Ratio = 0.684 1 Section used for this span 2-2x10 fb: Actual = 639.53psi Fb: Allowable = 935.00psi Load Combination +D+L Location of maximum on span 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Printed: 13 AUG 2021, 1:50PM ENERCALC, INC. 1983-2020, BuM12-20.8.17 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density J 30.580 pd Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.017 in Ratio= 2831 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.021 in Ratio= 2300>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.0209 2.015 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2-28T 2.280 Overall MINimum 1.853 1.853 D Only 0.428 0.428 +D+L 2.280 2.280 +D+O 750L 1.817 1 817 +0.60D 0.257 0 257 L Only 1 853 1 853 • . • 0.425 : 1 2-2x10 76.46 psi 180.00 psi +D+L 3.241 ft Span # 1 Max. "+' Defl Location in Span 0.0000 0.000 Values in KIPS Mountain View Engineering, Inc. Project Title: Carpet Direct 7_— ` 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Column DESCRIPTION: 4' Header Jamb Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned 1.50 in Allow Stress Modification Factors Overall Column Height Exact Depth 9 ft ( Used for non -slender calculations ) 8.250 in12 Cf or Cv for Compression Wood Species Douglas Fir - Larch (North) 20 797 in14 Cf or Cv for Tension Wood Grade Stud ly 1.547 in14 Cm : Wet Use Factor Fb + 650.0 psi Fv 180 0 psi Fb - 650.0 psi Ft 400.0 psi Fc - Prll 900.0 psi Density 30.590 pcf Fc - Perp 625 0 psi 1,400.0 ksi Use Cr: Repetitive ? E: Modulus of Elasticity .. x -x Bending y -y Bending Basic 1,400.0 1,4000 Minimum 510.0 510.0 Printed: 13 AUG 2021, 1:52PM Software copyifght ENERCALC, INC. 1983-2020, Build: 12.20.8.17 Wood Section Name 2x6 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Column self weight included : 15.773 lbs' Exact Depth 5.50 in Cf or Cv for Bending 1 0 Area 8.250 in12 Cf or Cv for Compression 1 0 Ix 20 797 in14 Cf or Cv for Tension 1.0 ly 1.547 in14 Cm : Wet Use Factor 1.0 +D+L Ct : Temperature Factor 1.0 0.06040 ft Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15 3 2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : 615.08 psi X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis =10 ft, K =1 0 Applied Loads 0.005331 :1 Column self weight included : 15.773 lbs' Dead Load Factor AXIAL LOADS ... 9.0 ft Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.430, L = 1.850 k DESIGN SUMMARY 180.0 psi Bending & Shear Check Results PASS Max. Axiat+Bending Stress Ratio = 0.4524:1 Load Combination +D+L Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-4 Location of max.above base 0.06040 ft At maximum location values are . . Applied Axial 2 296 k Applied Mx -0 000319 k -ft Applied My 0 0 k -ft Fc: Allowable 615.08 psi PASS Maximum Shear Stress Ratio = 0.005331 :1 Load Combination +D+L Location of max above base 9.0 ft Applied Design Shear 0 9596 psi Allowable Shear 180.0 psi Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.005278 k Bottom along Y -Y 0.005276 k Top along X -X 0 0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections.. . Along Y -Y -0.01478 in at 5 255 ft above base for load combination : +D+L Along X -X 0 0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ... Bending Comnressron Tension Mountain View Engineering, Inc. Project Title: Carpet Direct 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Beam DESCRIPTION: 6' Interior Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-10 Fb - 0 <360 Maximum Bending Stress Ratio = Fc - Prll Wood Species : Trus Joist Fc - Perp Wood Grade MicroLam LVL 1 9 E Fv Load Combination +D+L Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling Maximum Deflection Vertical Reactions DCQ-21M). L(0.92625) 2-1.75x9.5 Span = 6.0 ft iy Applied Loads 0.057 in Ratio= Uniform Load : D = 0.0150, L = 0 0650 ksf, Tributary Width = 14.250 ft DESIGN SUMMARY 0 <360 Maximum Bending Stress Ratio = 0.450 1 Section used for this span 2-1.75x9.5 fb: Actual = 1,169 32psi Fb: Allowable = 2,600.00psi Load Combination +D+L Location of maximum on span = 3.000ft Span #where maximum occurs - Span # 1 Maximum Deflection Vertical Reactions Printed: 13 AUG 2021, 1:50PM F11le._7fT ._&6 Software eop09MENERCALC.INC. 1983.20W. Build:1220.8.17 2,600.0 psi E: Modulus of Elasticity 2,600.0 psi Ebend-xx 1,900.Oksi 2,510.0 psi Eminbend - xx 965.71 ksi 750.0 psi 285.0 psi 1,555.0 psi Density 42.010pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.057 in Ratio= 1259>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.070 in Ratio= 1023 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Deflections _Overall Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 00704 3 022 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 weralfMAAmum 3.420 35122`I - Overall MINimum 2 779 2.779 D Only 0.641 0.641 +D+L 3 420 3.420 +D+O 750L 2.725 2.725 +0.60D 0 385 0.385 L Only 2.779 2.779 0.399 : 1 2-1.75x9.5 113 74 psi 285 00 psi +D+L = 0.000 ft = Span # 1 Max "+" Defl Location in Span 00000 0.000 Values in KIPS Mountain View Engineering, Inc. Project Title: Carpet Direct 31 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Column DESCRIPTION: 6' Header Jamb Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned 1.50 in Allow Stress Modification Factors Overall Column Height Exact Depth 9 ft ( Used for non -slender calculations Area Wood Species Douglas Fir - Larch (North) Ix Wood Grade Stud 1 0 ly Fb + 650.0 psi Fv 180.0 psi Fb - 650.0 psi Ft 400 0 psi Fc - Prll 900 0 psi Density 30.590 pcf Fc - Perp 625 0 psi 1.0 NDS 15 3 2 1,400.0 ksi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 1,400.0 1,400.0 Minimum 510.0 510.0 Printed: 13 AUG 2021, 1:54PM Software copyrigt t ENERCALC, INC. 1983-2020. Build:12.20.8.17 Wood Section Name 2x6 Wood GradinglManuf, Graded Lumber Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Column self weight included : 15.773 lbs " Exact Depth 5.50 in Cf or Cv for Bending 1 0 Area 8 250 in12 Cf or Cv for Compression 1 0 Ix 20,797 in"4 Cf or Cv for Tension 1 0 ly 1.547 in14 Cm: Wet Use Factor 1 0 +D+L Ct : Temperature Factor 1.0 8.940 ft Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS 15 3 2 1,400.0 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : 615.08 psi X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 10 ft, K =1.0 Applied Loads 0.007997:1 Column self weight included : 15.773 lbs " Dead Load Factor AXIAL LOADS ... 9 0 it Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.640, L = 2.780 k DESIGN SUMMARY 180 0 psi Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7862 :1 Load Combination +D+L Governing NDS Forumld 1 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 8.940 ft At maximum location values are Applied Axial 3 436 k Applied Mx -0.07077 k -ft Applied My 0.0 k -ft Fc: Allowable 615.08 psi PASS Maximum Shear Stress Ratio = 0.007997:1 Load Combination +D+L Location of max above base 9 0 it Applied Design Shear 1.439 psi Allowable Shear 180 0 psi Service loads entered. Load Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0.007917 k Bottom along Y -Y 0 007917 k Top along X -X 0.0 k Bottom along X -X 0 0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y -0.02216 in at 5.255 it above base for load combination : +D+L Along X -X 0 0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ... Bending Compression Tension Mountain View Engineering, Inc. Project Title: Carpet Direct 321- 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Column DESCRIPTION: Perimeter Wall Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9 ft ( Used for non -slender calculations ) Printed: 13 AUG 2021, 1:21 PM File. 21 T066:eo6 — Software copyAght ENERCALC, INC. 19812020, Build: 12.20.8.17 Wood Section Name 2x4 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Wood Species Douglas Fir- Larch (North) Exact Width 1.50 in Allow Stress Modification Factors Governing NDS Foruml4 1 Comp + Mxx, Wood Grade Stud 8.940 ft At maximum location values are Exact Depth 3.50 in Cf or Cv for Bending 1.10 Fb + 650.0 psi Fv 180 0 psi Area 5 250 in^2 Cf or Cv for Compression 1.050 PASS Maximum Shear Stress Ratio = 0.05931 :1 Load Combination +D+O 60W Location of max.above base Ix 5.359 in^4 Cf or Cv for Tension 1 10 Fb 650.0 psi Ft 400.0 psi ly 0.9844 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 900.0 psi Density 30.590 pcf Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 NDS I5 3 2 Basic 1,400.0 1,4000 1,400 0 ksi Use Cr : Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 9 ft, K = 10 Applied Loads Column self weight included : 10.037 lbs " Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.1640, L = 1.358 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.0220 klft DESIGN SUMMARY Bending & Shear Check Results FAIL Max. Axial+Bending Stress Ratio = 1.081 :1 Load Combination +D+L Governing NDS Foruml4 1 Comp + Mxx, NDS Eq. 3.9-3 Location of max above base 8.940 ft At maximum location values are Applied Axial 1.532 k Applied Mx -0.03150 k -ft Applied My 0 0 k -ft Fc: Allowable 386.709 psi PASS Maximum Shear Stress Ratio = 0.05931 :1 Load Combination +D+O 60W Location of max.above base 9 0 it Applied Design Shear 17 080 psi Allowable Shear 288.0 psi Service loads entered. Load Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0 0990 k Bottom along Y -Y 0 0990 k Top along X -X 0.0 k Bottom along X -X 0 0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0 4375 in at 4 530 ft above base for load combination : W Only Along X -X 0, 0 in at 0 0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ... Bending Compression Tension Mountain View Engineering, Inc. Project Title: Carpet Direct 33 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Column DESCRIPTION: Perimeter Wall 2 Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9 ft ( Used for non -slender calarlations ) software Printed: 13 AUG 2021, 1:20PM ENERCALC, INa 1983-M. Build:12.20.8.17 • Wood Section Name 2x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Wood Species Douglas Fir -Larch (North) Exact Width 1.50 in Allow Stress Modification Factors 9 0 ft Wood Grade Stud Allowable Shear 288.0 psi Exact Depth 3.50 in Cf or Cv for Bending 1 10 Fb + 650.0 psi Fv 180 0 psi Area 5.250 in12 Cf or Cv for Compression 1.050 Fb - 650.0 psi Ft 400.0 psi Ix 5 359 in"4 Cf or Cv for Tension 1.10 Fc - Prll 900.0 psi Density 30 590 pcf ly 0.9844 in^4 Cm: Wet Use Factor 1.0 Fc - Perp 625, 0 psi Ct :Temperature Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Cfu : Flat Use Factor 1.0 Basic 1,4000 1,400.0 1,400.0 ksi Kf Built-up columns Use Cr: Repetitive ? 1.0 NDS 15 3 2 No Minimum 510.0 5100 Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 9 It, K = 10 Applied Loads Column self weight included : 10.037 lbs " Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.1440, L = 1.205 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.0220 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Banding Stress Ratio = 0.8194 :1 Load Combination ED -L Governing NDS Forumld 1 Comp + Mxx, NDS Eq 3.9-3 Location of max.above base 8 940 It At maximum location values are. . Applied Axial 1.359 k Applied Mx -0 02792 k -ft Applied My 0.0 k -ft Fc: Allowable 386 709 psi PASS Maximum Shear Stress Ratio = 0.05926:1 Load Combination +D+0.60W Location of max above base 9 0 ft Applied Design Shear 17.067 psi Allowable Shear 288.0 psi Service loads entered. Load Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0990 k Bottom along Y -Y 0.0990 k Top along X -X 0 0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0 4375 in at 4.530 ft above base for load combination: W Only Along X -X 0 0 in at 0 0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Mountain View Engineering, Inc. Project Title: Carpet Direct 3q 345 N Main St, Suite A Engineer: JVL Brigham City, UT 84302 Project ID: 211066 Project Descr: Structural Mezzanine Design Wood Column DESCRIPTION: Interior Wall Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9 ft ( Used for non -slender calculations ) Printed: 13 AUG 2021, 1:26PM Software roYri M ENERCALC. INC. 1902020. Build: 12.20.8.17 Wood Section Name 2x6 Wood Grading/Manuf 'Graded Lumber Wood Member Type Sawn Column self weight included : 15.773 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.2840, L = 2.370 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.0220 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4781 :1 Load Combination +D+L Governing NDS Forumla Comp + Mxx, NDS Eq 3.9-4 Location of max.above base 0.06040 ft At maximum location values are Applied Axial 2.670 k Applied Mx -0.000371 k -ft Applied My 0.0 k -ft Fc: Allowable 676 80 psi PASS Maximum Shear Stress Ratio = 0.03792:1 Load Combination Exact Width 1.50 in Allow Stress Modification Factors 9 0 ft Wood Species Douglas Fir - Larch (North) 288 0 psi Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 8.250 in"2 Cf or Cv for Compression 1.0 Fb + 650 0 psi Fv 180 0 psi Ix 20.797 in14 Cf or Cv for Tension 1.0 Fb - 650.0 psi Ft 400.0 psi 1.547 in14 Cm: Wet Use Factor 1.0 Fc - Prll 900.0 psi Density 30 590 p pd Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf :Built-up columns 1.0 NDS 15 3 2 Basic 1,4000 1,4000 1,400 0 ksi Use Cr : Repetitive ? No Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns : X -X (width) axis: Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis : Unbraced Length for buckling ABOUT X -X Axis = 9 ft, K = 1.0 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 15.773 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc = 0.250 in, D = 0.2840, L = 2.370 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.0220 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4781 :1 Load Combination +D+L Governing NDS Forumla Comp + Mxx, NDS Eq 3.9-4 Location of max.above base 0.06040 ft At maximum location values are Applied Axial 2.670 k Applied Mx -0.000371 k -ft Applied My 0.0 k -ft Fc: Allowable 676 80 psi PASS Maximum Shear Stress Ratio = 0.03792:1 Load Combination +D+0.60W Location of max above base 9 0 ft Applied Design Shear 10.920 psi Allowable Shear 288 0 psi Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0 0990 k Bottom along Y -Y 0.0990 k Top along X -X 0.0 k Bottom along X -X 0 0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.1127 in at 4 530 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .. . Bending Compression Tension Project: 211066 Location: Mezzanine Footing Footing (2015 International Building Code(2015 NDS)] Footing Size: 20.0 IN Wide x 10 0 IN Deep Continuous Footing Long itudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 10.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Qu = Effective Allowable Soil Bearing Pressure: Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c = 3 in Second Floor: LL = 40 psf FOOTING SIZI_ Width: W = 20 in Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in S7EMWALL SIZE Stemwall Width: 0 in Stemwall Height: 0 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Width Required: Wreq = Beam Shear Calculations (One Way Shear): Live Load Beam Shear: Vu1 = Allowable Beam Shear: Vc1 = Transverse Direction: Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp (ACI -10 5.4)As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: Trans: #4's @ 10.0 in o.c. Reinforcement Area Provided: As = Development Length Calculations: Development Length Required: Ld = Development Length Supplied: Ld-sup = Note: Plain concrete adequate for bending, therefore adequate development length not required Longitudinal Di(eCJign7 Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.54): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 1262 1375 1.53 607 5625 8090 0 0.51 0.02 0.22 0.22 [�1rrx� Mountain View Engineering Page 345 North Main St. Suite A }s Brigham City, UT 84302 of StruCalc Version 10.0 1 4 8/13/2021 4:16:42 PM 15 i LOAD CALCULATOR_ 7 it T Live Load Dead Load Tributary Width Roof: LL = 25 psf DL = 15 psf TA = 0 ft2 Second Floor: LL = 40 psf DL = 15 psf TA = 0 ft2 First Floor: LL = 125 psf DL = 15 psf TA = 14.3 ft2 0.36 in2 0.36 in2 0.39 in2 MOUNTAIN VIEW �& ENGINEERING, INC. MOUNTAIN 'VIEW BUILDING 'SYS'T'EMS, INC. 345 No. Main, Suite A • Brigham City, Utah 84302 Phone (435) 734-9700 • Fax (435) 734-9519 Website: www.mvengr.net Lr47TFRAt- A NAt,*y5t5 SDS ICA, 5bL = B.119 Job Subject su- = CIS Z r- 1.6 p>= DTM*-FL MATlEXJArL V—. -1.6 E duti VA UZ- .M Lry "t r=etscr. Pm crpo rp-� U e-- C -s W C"5 Z/i. a 6, 64`4 Spy.1 ?- o.al V = 01 *>4 (61 -4ss 16) = 11 3(.3 16 vptsp V Page Date By 3 (� MOUNTAIN VIEW i�-, ENGINEERING, INC. MOUNTAIN VIEW BUILDING SYSTEMS, INC. 345 No. Main, Suite A • Brigham City, Utah 84302 Phone (435) 734-9700 • Fax (435) 734-9519 Website: www.mvengr.net Ll y Job Page Subject _ _ Date By — LZ . g 5Lt V -f6' z Ir, 10 -4 . ls� 1 (D.is) /1-4 .5 1 T7- _T3 7-5 •�S�� D• sb)%Z3 �S � �•� use sw I it°1 -, l V5 Sw l Dnp l _ usE Swa MOUNTAIN 'VIEW 0 ENGINEERING, INC. Job _ Page MOUNTAIN VIEW Subject _ BUILDING S l'SI`EMS, INC. Date . 345 No. Main, Suite A • Brigham City, Utah 84302 — By Phone (435) 734-9700 • Fax (435) 734-9519 Website: www.mvengr.net SW1 U-sf-- '12:" G`1Psum t56h1Lp wl 047 T"D•C.. M^Ak Ga>v F ar- tm Ply L) -SP, '/z„ 61 a mow. SCA ILD Wl 'FAcST � A -T y" a . C'. r^ Avr &0b f> F6 a- l3.'57 pl-F � 3 USF '/2:' G, r S D J -N BO AILtib F3 r R [a' j f.5TF-1U)7-_X 5 ,qT 1" rj • CG, i-lAerl T-4 L Z[Y, It MOUNTAIN VIEW Page: 39 ENGINEERING, INC. Job: Date: 08/13/21 345 North Main Brigham City Utah 84302 Subject: By: JVL Phone (435) 734-9700 Fax (435) 734-9519 Holdowns EMo = 0 -vbh + Rb + Wb/2 = 0 W = h(10 psf)b = 10hb Therefore, -vbh + Rb + 5hb2 = 0 R=by-5hb T, --> v = 86 plf b = 3 ft. h = 9 ft. R = 639 lbs Use Simpson HTT4 Holdown