Loading...
HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00626 - 1175 W Main St - Valley Wide - Addition & RemodelStructural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com STRUCTURAL CALCULATIONS Project: Rexburg Valley Wide Addition Client: Teton West Project No.: IF17-119 Date: October 11, 2017 Engineer: MTB SEAL: STE 11697 9RkFL L B P���P October 11, 2017 7 M H H Structural Engineering O O 1-A P= 4.47 � P= 24.05 I P= 43.49 � P= 44.01 j P= 43.45 I H= 18.12 � H= 33.06 � H= 33.55 I H= 33.12 I I ' , I � I j I I j j I I I � I I � I 6 E 6-D j 6 C 6-B j P= 24.05 i P= 43.50 P= 44.02 P= 43.45 U= 5.61 U= 10.73 j U= 12.71 ! U= 12.67 H= 18.12 j H= 33.06 H= 33.55 H= 33.12 U= 1.81 H= 1.73 5-A P= 11.14 U= 7.77 H= 2.30 6-A P= 4.47 U= 1.81 H= 1.73 Project Name: Project No.: Eng.: Date: Sheet: Rexburg Valley Wide Addition IF 17-119 MTB 10/11/17 1 of 16 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 1-E r Loads: (U =1.2DL + 1.6LL) I P self (k) = 2.94 M DL (k -ft) = 0.00 P DL (k) = 2.41 M LL (k -ft) = 0.00 r P LL (k) = 24.05 Accidental Eccentricity = N Pu (k) = 44.9 Mu (k -ft) = 0.00 e (ft) = 0.00 r i within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 4.5 Long Direction (in) = 10 Short (ft) = 4.5 Short Direction (in)= 10 Thickness (in) = 12 % in center band t3= 100% Bearing Pressures: q min (psf) = 1451 q max (psf) = 1451 OK qu-max (psf) = 2217 qu at edge of base (psf) = 2217 qu-min (psf) = 2217 qu at edge of base (psf) = 2217 Material Data Allowable q (psf) = 1500 Pc (psi) = 2500 Bi = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide am Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 204 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 39 OK t r Reinforcing: Project No.: Eng.: Reinforcement Top and Boftom(Y/N) = Y Sheet: Rexburg Valley Wide Addition Base As(min) on calc'd As(4/3) (Y/N) = Y 1 MTB 1 10/11/17 Long Direction Check Check Development Length U long (ft) = 1.83 Bar size = #4 p = 0.0009 Fy (psi) = 60000 Mu (k -ft) = 3.73 area of bar = 0.20 Min p = 0.0012 Ldi (in) = 24.0 d (in)= 8.75 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.10 Spacing (in) = 38 Use p = 0.0012 Ld3 (in) = 12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 37.8 OK Short Direction Check Check Development Length i l L' short (ft) = 1.83 Bar size = #4 p = 0.0005 Fy (psi) = 60000 Mu (k -ft) = 1.86 area of bar = 0.20 Min p = 0.0006 Ldf (in) = 24.0 d (in)= 8.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 L1 11 As req(inA2/ft)= 0.05 Spacing (in) = 76 Use p = 0.0006 Ld3 (in) = 12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 37.3 OK 1-E Use: 4.5 feet long x 4.5 feet wide x 12" thick Footing wl 2 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date: Sheet: Rexburg Valley Wide Addition I IF 17-119 1 MTB 1 10/11/17 1 2 of 16 OM Structural E Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-E 71 Loads: (U =1.2DL + 1.6LL) P self (k) = 2.94 M DL (k -ft) = 0.00 P DL (k) = 2.41 M LL (k -ft) = 0.00 P LL (k) = 24.1 Acadental Eccentricity = N Pu (k) = 44.9 Mu (k -ft) = 0.00 Use p = 0.0012 e (ft) = 0.00 U long (ft) = 1.83 Bar size = #4 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 4.5 Long Direction (in) = 10 Short (ft) = 4.5 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 1451 q max (psf) = 1451 OK qu-max (psf) = 2217 qu at edge of base (psf) = 2217 qu-min (psf) = 2217 qu at edge of base (psf) = 2217 t-1 Reinforcing: P = 0.0009 Reinforcement Top and Bottom(Y/N) = Y aBase As(min) on calc'd As(4/3) (Y/N) = Y Max p = 0.0134 Long Direction Use p = 0.0012 Lots (in) = 12 U long (ft) = 1.83 Bar size = #4 Available Ld (in) = 37.8 OK Check Mu (k -ft) = 3.73 area of bar = 0.20 P = 0.0005 d (in)= 8.75 bar diameter = 0.5 (� Ldt (in) = 24.0 As req(inA2/ft)= 0.10 Spacing (in) = 38 IL Use P = 0.0006 Total Bars = 2 Less than pmax, OK Short Direction L' short (ft) = 1.83 Bar size = #4 Mu (k -ft) = 1.86 area of bar = 0.20 d (in)= 8.25 bar diameter = 0.5 As req(W2/ft)= 0.05 Spacing (in) = 76 Total Bars = 2 Material Data Allowable q (psf) = 1500 f (psi) = 2500 Bi = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (lblin) > Shear Force (Ibfin) 744 > 204 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 39 OK Check p Check Development Length P = 0.0009 Fy (psi) = 60000 Min p = 0.0012 Ldt (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0012 Lots (in) = 12 Less than pmax, OK Available Ld (in) = 37.8 OK Check Check Development Length P = 0.0005 Fy (psi) = 60000 Min p = 0.0006 Ldt (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use P = 0.0006 Lots (in) = 12 Less than pmax, OK Available Ld (in) = 37.3 OK 6-E Use: 4.5 feet long x 4.5 feet wide x 12" thick Footing w/ 2 #4 Each Way Top and Bottom I Projecl Name: Project No.: Eng.: Date: Sheet: t JII Rexburg Valley Wide Addition I IF17-1 19 1 MTB 1 10/11/17 1 3 of 16 Structural Engineeri Concrete Pad Footing Strength Design per ACI 318-11 Mark: 1-D Loads: (U =1.2DL + 1.6LL) P self (k) = 5.22 M DL (k -ft) = 0.00 P DL (k) = 4.35 M LL (k -ft) = 0.00 P LL (k) = 43.5 Amidental Eccentncity = N Max p = 0.0134 Pu (k) = 81.1 Mu (k -ft) = 0.00 LO (in) = 12 e (ft) = 0.00 Available Ld (in) = 46.8 OK Check p middle 3rd fwithin Footing Dimensions: Column/Pier Base: Long (ft) = 6 Lang Direction (in) = 10 f I Short (ft) = 6 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 1474 q max (psf) = 1474 OK qu-max (psf) = 2252 qu at edge of base (psf) = 2252 qu-min (psf) = 2252 qu at edge of base (psf) = 2252 L) Reinforcing: Reinforcement Top and Bottom(Y/N) = Y rl Base As(min) on caldd As(4/3) (Y/N) = Y L J Long Direction U long (ft) = 2.58 Bar size = #4 Mu (k -ft) = 7.52 area of bar = 0.20 d (in)= 8.75 bar diameter = 0.5 (� As req(inA2/ft)= 0.20 Spacing (in) = 18 IL Total Bars = 5 r Short Direction Il L' short (ft) = 2.58 Bar size = #4 Mu (k -ft) = 3.76 area of bar = 0.20 d (in)= 8.25 bar diameter = 0.5 t As req(inA2/ft)= 0.10 Spacing (in) = 37 Total Bars = 3 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B i = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 348 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 76 OK Check p Check Development Length P = 0.0019 Fy (psi) = 60000 Min p = 0.0025 Ldi (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0025 LO (in) = 12 Less than pmax, OK Available Ld (in) = 46.8 OK Check p Check Development Length P = 0.0010 Fy (psi) = 60000 Min p = 0.0013 Ldi (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0013 Lda (in) = 12 Less than pmax, OK Available Ld (in) = 46.3 OK 1-D Use: 6.0 feet long x 6.0 feet wide x 12" thick Footing w/ 5 #4 Each Way Top and Bottom Project Nome: Project No.: Eng.: Date : Sheet Rexburg Valley Wide Addition IF] 7-I MTB 10/11117 1 4 of 16 r) i Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-D Loads: (U = 1.2DL + 1.6LL) P Self (k) = 5.22 M DL (k -ft) = 0.00 P DL (k) = 4.35 M LL (k -ft) = 0.00 P LL (k) = 43.5 Accidental Eccentricity = N Pu (k) = 81.1 Mu (k -ft) = 0.00 I MTB e (ft) = 0.00 1 5 of 16 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 6 Long Direction (in) = 10 Short (ft) = 6 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 1474 q max (psf) = 1474 OK qu-max (psf) = 2252 qu at edge of base (psf) = 2252 qu-min (psf) = 2252 qu at edge of base (psf) = 2252 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on caldd As(4/3) (YIN) = Y U long (ft) = 2.58 Mu (k -ft) = 7.52 d (in)= 8.75 As req(inA2/ft)= 0.20 Direction Bar size = #4 area of bar= 0.20 bar diameter = 0.5 Spacing (in) = 18 Total Bars = 5 Short Direction L' short (ft) = 2.58 Mu (k -ft) = 3.76 d (in)= 8.25 As req(inA2/ft)= 0.10 Bar size = #4 area of bar= 0.20 bar diameter= 0.5 Spacing (in) = 37 Total Bars = 3 Check p p = 0.0019 Min p = 0.0025 Max p = 0.0134 Use p = 0.0025 Less than pmax, OK Check p p = 0.0010 Min p = 0.0013 Max p = 0.0134 Use p = 0.0013 Less than pmax, OK Material Data Allowable q (psf) = 1500 f (psi) = 2500 Bi = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Iblin) 744 > 348 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 76 OK Check Development Length Fy (psi) = 60000 Ldf (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 46.8 OK Check Development Length Fy (psi) = 60000 Ldf (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 46.3 OK 6-D Use: 6.0 feet long x 6.0 feet wide x 12" thick Footing w/ 5 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet: Rexburg Valley Wide Addition I I I MTB 1 10111117 1 5 of 16 I n Structural Engineeri Concrete Pad Footing Strength Design per ACI 318-11 Mark:1-C Loads: (U =1.2DL + 1.6LL) P self (k) = 6.13 M DL (k -ft) = 0.00 P DL (k) = 4.40 M LL (k -ft) = 0.00 P LL (k) = 44.0 Accidental Eccentricity = N Pu (k) = 83.0 Mu (k -ft) = 0.00 bar diameter= 0.5 e (ft) = 0.00 Check within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 6.5 Long Direction (in) = 10 Short (ft) = 6.5 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 1291 q max (psf) = 1291 OK qu-max (psf) = 1965 qu at edge of base (psf) = 1965 qu-min (psf) = 1965 qu at edge of base (psf) = 1965 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B / = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 345 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 78 OK LA Reinforcing: Check p p = 0.0010 Check Development Length Fy (psi) = 60000 Reinforcement Top and Boftom(Y/N) = Y area of bar= 0.20 Min p = 0.0014 Base As(min) on caidd As(4/3) (Y/N) = Y d (in)= 8.25 bar diameter= 0.5 Long Direction Check Check Development Length r U long (ft) = 2.83 Bar size= #4 p = 0.0020 Fy (psi) = 60000 IL Mu (k -ft) = 7.89 area of bar = 0.20 Min p = 0.0026 Ldi (in) = 24.0 d (in)= 8.75 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 t 1 As req(in^2/ft)= 0.21 Spacing (in) = 17 Use p = 0.0026 Lda (in) = 12 ILJ Total Bars = 5 Less than pmax, OK Available Ld (in) = 49.8 OK Short Direction L' short (ft) = 2.83 Bar size = #4 Check p p = 0.0010 Check Development Length Fy (psi) = 60000 Mu (k -ft) = 3.94 area of bar= 0.20 Min p = 0.0014 Ldi (in) = 24.0 d (in)= 8.25 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(in^2/ft)= 0.10 Spacing (in) = 35 Use p = 0.0014 Ld3 (in) = 12 Total Bars = 3 Less than pmax, OK Available Ld (in) = 49.3 OK U1-C Use: 6.5 feet long x 6.5 feet wide x 12" thick Footing w/ 5 #4 Each Way Top and Bottom U Project Name: Project No.: Eng.: Date : Sheet : Rexburg Valley Wide Addition I I I MTB 1 10/11/17 1 6 of 16 H I Structural Engi Concrete Pad Footing Strength Design per ACI 318-11 Mark: 5-C Loads: (U = 1.2DL + 1.6LL) P self (k) = 6.13 M DL (k -ft) = 0.00 P DL (k) = 4.40 M LL (k -ft) = 0.00 P LL (k) = 44.0 Accidental Eccentricity = N Pu (k) = 83.0 Mu (k -ft) = 0.00 Use p = 0.0026 e (ft) = 0.00 Less than pmax, OK within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 6.5 Long Direction (in) = 10 Short (ft) = 6.5 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 1291 q max (psf) = 1291 OK qu-max (psf) = 1965 qu at edge of base (psf) = 1965 qu-min (psf) = 1965 qu at edge of base (psf) = 1965 LJ Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on caldd As(4/3) (Y/N) = Y Long Direction r� L' long (ft) = 2.83 Bar size = #4 L Mu (k -ft) = 7.89 area of bar = 0.20 d (in)= 8.75 bar diameter = 0.5 As req(inA2/ft)= 0.21 Spacing (in) = 17 �) Total Bars = 5 I I Short Direction L' short (ft) = 2.83 Mu (k -ft) = 3.94 d (in)= 8.25 As req(inA2/ft)= 0.10 Bar size = #4 area of bar = 0.20 bar diameter= 0.5 Spacing (in) = 35 Total Bars = 3 Material Data Allowable q (psf) = 1500 f (psi) = 2500 8 f = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 345 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 78 OK Check p Check Development Length p = 0.0020 Fy (psi) = 60000 Min p = 0.0026 Ldi (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0026 Ld3 (in) = 12 Less than pmax, OK Available Ld (in) = 49.8 OK Check Check Development Length p = 0.0010 Fy (psi) = 60000 Min p = 0.0014 Ldt (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0014 Ld3 (in) = 12 Less than pmax, OK Available Ld (in) = 49.3 OK 6-C Use: 6.5 feet long x 6.5 feet wide x 12" thick Footing w/ 5 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date: Sheet: Rexburg Valley Wide Addition I IF 17-119 1 MTB 1 10/11/17 1 7 of 16 ISI H H H I Structural E Concrete Pad Footing Strength Design per AC1318-11 Mark: 1-B Loads: (U =1.2DL + 1.6LL) P Self (k) = 6.13 M DL (k -ft) = 0.00 P DL (k) = 4.35 M LL (k -ft) = 0.00 P LL (k) = 43.5 Accidental Eccentricity = N Pu (k) = 82.2 Mu (k -ft) = 0.00 (l U e (ft) = 0.00 Mu (k -ft) = 3.90 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 6.5 Long Direction (in) = 10 Short (ft) = 6.5 Short Direction (in)= 10 Thickness (in) = 12 % in center band t3= 100% Bearing Pressures: q min (psf) = 1278 q max (psf) = 1278 OK qu-max (psf) = 1945 qu at edge of base (psf) = 1945 qu-min (psf) = 1945 qu at edge of base (psf) = 1945 Material Data Allowable q (psf) = 1500 fc (psi) = 2500 B f = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 341 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 77 OK Ll Reinforcing: Check p Check Development Length (� Reinforcement Top and Bottom(Y/N) = Y Bar size = #4 p = 0.0010 (l U Base As(min) on caldd As(4/3) (Y/N) = Y Mu (k -ft) = 3.90 area of bar= 0.20 Min p = 0.0014 Long Direction Check Check Development Length bar diameter = 0.5 U long (ft) = 2.83 Bar size = #4 p = 0.0019 Fy (psi) = 60000 As req(inA2/ft)= 0.10 Mu (k -ft) = 7.81 area of bar= 0.20 Min p = 0.0026 Ldi (in) = 24.0 d (in)= 8.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 r As req(inA2/ft)= 0.20 Spacing (in) = 18 Use p = 0.0026 Ld3 (in) = 12 IL Total Bars = 5 Less than pmax, OK Available Lot (in) = 49.8 OK Project Name: Short Direction Check p Check Development Length (� L' short (ft) = 2.83 Bar size = #4 p = 0.0010 Fy (psi) = 60000 10/11/17 Mu (k -ft) = 3.90 area of bar= 0.20 Min p = 0.0014 Ldi (in) = 24.0 d (in)= 8.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.10 Spacing (in) = 36 Use p = 0.0014 Ld3 (in) = 12 Total Bars = 3 Less than pmax, OK Available Ld (in) = 49.3 OK U 1-B Use: 6.5 feet long x 6.5 feet wide x 12" thick Footing (� wif 5 #4 Each Way Top and Bottom U Project Name: Project No.: Eng.: Date: Sheet: Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 8 of 16 Structural Engineeri Concrete Pad Footing Strength Design per ACI 318-11 l Mark: 6-U Loads: (U = 1.2DL + 1.6LL) P self (k) = 6.13 M DL (k -ft) = 0.00 P DL (k) = 4.35 M LL (k -ft) = 0.00 P LL (k) = 43.5 Accidental Eccentricity = N Pu (k) = 82.2 Mu (k -ft) = 0.00 e (ft) = 0.00 within middle 3rd t t Footing Dimensions: Column/Pier Base: Long (ft) = 6.5 Long Direction (in) = 10 Short (ft) = 6.5 Short Direction (in)= 10 Thickness (in) = 12 %incenterbandB= 100% Bearing Pressures: q min (psf) = 1278 q max (psf) = 1278 OK qu-max (psf) = 1945 qu at edge of base (psf) = 1945 qu-min (psf) = 1945 qu at edge of base (psf) = 1945 t 1 Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on caldd As(4/3) (Y/N) = Y f Long Direction L' long (ft) = 2.83 Bar size = #4 1 Mu (k -ft) = 7.81 area of bar = 0.20 d (in)= 8.75 bar diameter = 0.5 r As req(W2/ft)= 0.20 Spacing (in) = 18 j Total Bars = 5 Short Direction i L' short (ft) = 2.83 Bar size = #4 Mu (k -ft) = 3.90 area of bar = 0.20 1 d (in)= 8.25 bar diameter = 0.5 t )I As req(inA2/ft)= 0.10 Spacing (in) = 36 Total Bars = 3 LJ Material Data Allowable q (psf) = 1500 f (psi) = 2500 B t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 341 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 77 OK Check Check Development Length P = 0.0019 Fy (psi) = 60000 Min p = 0.0026 Ldi (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0026 Ld3 (in) = 12 Less than pmax, OK Available Lot (in) = 49.8 OK Check p Check Development Length P = 0.0010 Fy (psi) = 60000 Min p = 0.0014 Lot (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0014 Ld3 (in) = 12 Less than pmax, OK Available Ld (in) = 49.3 OK 6-B Use: 6.5 feet long x 6.5 feet wide x 12" thick Footing w/ 5 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 9 of 16 H Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 1-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 1.09 M DI- (k -ft) = 0.00 P DL (k) = 0.45 M LL (k -ft) = 0.00 P LL (k) = 4.5 Amidental Eccentricity = N Pu (k) = 9.0 Mu (k -ft) = 0.00 Base As(min) on calc'd As(4/3) (Y/N) = Y 1 e (ft) = 0.00 10 of 16 within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 3 Long Direction (in) = 10 Short (ft) = 3 Short Direction (in)= 10 Thickness (in) = 10 % in center band 8= 100% Bearing Pressures: q min (psf) = 671 q -- (psf) = 671 OK qu-max (psf) = 1005 qu at edge of base (psi) = 1005 qu-min (psf) = 1005 qu at edge of base (psf) = 1005 Material Data Allowable q (psf) = 1500 f (psi) = 2500 8 t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Iblin) > Shear Force (Ib/in) 574 > 44 OK Punching Shear Resistance (k) > Applied Force (k) 77 > 7 OK L t Reinforcing: Eng. Daie : Reinforcement Top and Bottom(Y/N) = Y Rexburg Valley Wide Addition L Base As(min) on calc'd As(4/3) (Y/N) = Y 1 10111117 10 of 16 Long Direction Check p Check Development Length U long (ft) = 1.08 Bar size = #4 p = 0.0002 Fy (psi) = 60000 Mu (k -ft) = 0.59 area of bar = 0.20 Min p = 0.0003 Ldi (in) = 24.0 d (in)= 6.75 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.02 Spacing (in) = 185 Use p = 0.0003 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.8 OK I Short Direction Check p Check Development Length L' short (ft) = 1.08 Bar size = #4 p = 0.0001 Fy (psi) = 60000 Mu (k -ft) = 0.29 area of bar = 0.20 Min p = 0.0002 Ldi (in) = 24.0 d (in)= 6.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.01 Spacing (in) = 370 Use p = 0.0002 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.3 OK 1-A Use: 3.0 feet long x 3.0 feet wide x 10" thick Footing w/ 1 #4 Each Way Top and Bottom Project Name: Project No.: Eng. Daie : Sheet Rexburg Valley Wide Addition IF17-119 MTB 10111117 10 of 16 OM Structural Engineerin Concrete Pad Footing Strength Design per ACI 318-11 Mark: 2-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 3.63 M DL (k -ft) = 0.00 P DL (k) = 1.11 M LL (k -ft) = 0.00 P LL (k) = 11.1 Accidental Eccentncity = N Pu (k) = 23.4 Mu (k -ft) = 0.00 MTB e (ft) = 0.00 Check p within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 5 Long Direction (in) = 10 Short (ft) = 5 Short Direction (in)= 10 Thickness (in) = 12 % in center band B= 100% Bearing Pressures: q min (psf) = 633 q max (psf) = 633 OK qu-max (psf) = 938 qu at edge of base (psf) = 938 qu-min (psf) = 938 qu at edge of base (psf) = 938 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B f = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 106 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 21 OK L t Reinforcing: Project No.: Eng.: Reinforcement Top and Bottom(Y/N) = Y Sheet l Base As(min) on caldd As(4/3) (Y/N) = Y IF17-119 MTB Long Direction Check p Check Development Length r U long (ft) = 2.08 Bar size = #4 p = 0.0005 Fy (psi) = 60000 IL Mu (k -ft) = 2.03 area of bar = 0.20 Min p = 0.0007 Ldi (in) = 24.0 d (in)= 8.75 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 r As req(inA2/ft)= 0.05 Spacing (in) = 69 Use p = 0.0007 Ld3 (in) = 12 IL Total Bars = 2 Less than pmax, OK Available Ld (in) = 40.8 OK Short Direction Check Check Development Length L' short (ft) = 2.08 Bar size = #4 p = 0.0003 Fy (psi) = 60000 Mu (k -ft) = 1.02 area of bar = 0.20 Min p = 0.0003 Ldi (in) = 24.0 d (in)= 8.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.03 Spacing (in) = 139 Use p = 0.0003 LO (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 40.3 OK 2-A Use: 5.0 feet long x 5.0 feet wide x 12" thick Footing wl 2 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date: Sheet Rexburg Valley Wide Addition IF17-119 MTB 1 10/11/17 1 11 of 16 Structural En! Concrete Pad Footing Strength Design per ACI 318-11 Mark: 13-A Project No.: �j Loads: W = 1.2DL + 1.6LL) Material Data i 1 P self (k) = 2.32 M DL (k -ft) = 0.00 Allowable q (psf) = 1500 P DL (k) = 1.77 M LL (k -ft) = 0.00 Fc (psi) = 2500 B f = 0.85 r P LL (k) = 17.7 Accidental Eccentricity= N Bars #3 and smaller, Fy (ksi) = 40 t Pu (k) = 33.2 Mu (k -ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 r within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) = 4 Long Direction (in) = 10 Punching Vc (psi) = 170 Short (ft) = 4 Short Direction (in)= 10 Wide Bm Vc (psi) = 85 Thickness (in) = 12 Wide Elm Shear Cap. (Ib/in) > Shear Force (Ib/in) % in center band B= 100% 744 > 148 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures: 112 > 28 OK q min (psf) = 1359 q max (psf) = 1359 OK qu-max (psf) = 2072 qu at edge of base (psf) = 2072 qu-min (psf) = 2072 qu at edge of base (psf) = 2072 i(t l I Reinforcing: Reinforcement Top and Bottom(Y/N) = Y (l lJ Base As(min) on caldd As(413) (YIN) = Y Long Direction Check Check Development Length U long (ft) = 1.58 Bar size = #4 p = 0.0006 Fy (psi) = 60000 Mu (k -ft) = 2.60 area of bar = 0.20 Min p = 0.0008 Ldl (in) = 24.0 d (in)= 8.75 bar diameter = 0.5 Max to = 0.0134 Ld2 (in) = 12 (� As req(lW2/ft)= 0.07 Spacing (in) = 54 Use p = 0.0008 Ld3 (in) = 12 Il Total Bars = 2 Less than pmax, OK Available Ld (in) = 34.8 OK r Short Direction Check Check Development Length i L' short (ft) = 1.58 Bar size = #4 p = 0.0003 Fy (psi) = 60000 Mu (k -ft) = 1.30 area of bar = 0.20 Min p = 0.0004 Ldi (in) = 24.0 d (in)= 8.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 f As req(inA2/ft)= 0.03 Spacing (in) = 109 Use p = 0.0004 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 34.3 OK 3-A Use: 4.0 feet long x 4.0 feet wide x 12" thick Footing w/ 2 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet : Rexburg Valley Wide Addition I IF 17-119 1 MTB 1 10/11/17 1 120 16 H Structural Engineeri Concrete Pad Footing Strength Design per ACI 318-11 Mark: �?-n Loads: W = 1.21DL + 1.6LL) P Self (k) = 2.32 M Dr. (k -ft) = 0.00 P DL (k) = 1.77 M LL (k -ft) = 0.00 P LL (k) = 17.7 Accidental Eccentricity = N Pu (k) = 33.2 Mu (k -ft) = 0.00 Use p = 0.0008 St (ft) = 0.00 Less than pmax, OK within middle 3rd Footing Dimensions: Column/Pier Base: Long (ft) = 4 Long Direction (in) = 10 Short (ft) = 4 Short Direction (in)= 10 Thickness (in) = 12 %incenterbandB= 100% Bearing Pressures: q min (psf) = 1359 q max (psf) = 1359 OK qu-max (psf) = 2072 qu at edge of base (psf) = 2072 qu-min (psf) = 2072 qu at edge of base (psf) = 2072 i Reinforcing: Reinforcement Top and Bottonrl = Y Base As(min) on caldd As(4/3) (Y/N) = Y I. Long Direction U long (ft) = 1.58 Bar size = #4 Mu (k -ft) = 2.60 area of bar = 0.20 d (in)= 8.75 bar diameter = 0.5 (� As req(inA2lft)= 0.07 Spacing (in) = 54 I` Total Bars = 2 Short Direction i l L' short (ft) = 1.58 Bar size = #4 Mu (k -ft) = 1.30 area of bar = 0.20 d (in)= 8.25 bar diameter= 0.5 t As req(inA2/ft)= 0.03 Spacing (in) = 109 Total Bars = 1 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 744 > 148 OK Punching Shear Resistance (k) > Applied Force (k) 112 > 28 OK Check p Check Development Length P = 0.0006 Fy (psi) = 60000 Min p = 0.0008 Ldt (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0008 Lda (in) = 12 Less than pmax, OK Available Ld (in) = 34.8 OK Check p Check Development Length p = 0.0003 Fy (psi) = 60000 Min p = 0.0004 Ldt (in) = 24.0 Max p = 0.0134 Ld2 (in) = 12 Use p = 0.0004 Lda (in) = 12 Less than pmax, OK Available Ld (in) = 34.3 OK 4-A Use: 4.0 feet long x 4.0 feet wide x 12" thick Footing w/ 2 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet Rexburg Valley Wide Addition I IF) I MTB 1 10/11/17 1 13 of 16 Structural Concrete Pad Footing Strength Design per ACI 318-11 f f Mark: 5-A Eng.: Date : Loads: W =1.2DL + 1.6LL) P self (k) = 3.63 M DL (k -ft) = 0.00 Material Data Allowable q (psf) = 1500 Rexburg Valley Wide Addition P DL (k) = 1.11 M L (k -ft) = 0.00 Pc (psi) = 2500 Bi = 0.85 10/11/17 P LL (k) = 11.1 Accidental Eccentricity = N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 23.4 Mu (k -ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 l within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) = 5 Long Direction (in) = 10 Punching Vc (psi) = 170 Short (ft) = 5 Short Direction (jn)= 10 Wide Bm Vc (psi) = 85 Thickness (in) = 12 Wide Bm Shear Cap. (Ib/in) > Shear Force (lbrin) 9/6 in center band 8= 100% 744 > 106 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures: 112 > 21 OK q min (psf) = 633 q max (psf) = 633 OK Cqu-max (psf) = 938 qu at edge of base (psf) = 938 qu-min (psf) = 938 qu at edge of base (psf) = 938 l Reinforcing: Reinforcement Top and Bottom(Y/N) = Y Base As(min) on caldd As(4/3) (Y/N) = Y i Long Direction Check Check Development Length L' long (ft) = 2.08 Bar size = #4 p = 0.0005 Fy (psi) = 60000 1 Mu (k -ft) = 2.03 area of bar = 0.20 Min p = 0.0007 Lot (in) = 24.0 d (in)= 8.75 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.05 Spacing (in) = 69 Use p = 0.0007 LO (in) = 12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 40.8 OK Short Direction Check p Check Development Length 1 L' short (ft) = 2.08 Bar size = #4 p = 0.0003 Fy (psi) = 60000 Mu (k -ft) = 1.02 area of bar = 0.20 Min p = 0.0003 Ldi (in) = 24.0 i d (in)= 8.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 t I As req(inA2/ft)= 0.03 Spacing p g (in) = 139 Use p = 0.0003 Lda (in) = 12 Total Bars = 1 Less then pmax, OK Available Ld (in) = 40.3 OK 'J 5-A Use: 5.0 feet long x 5.0 feet wide x 12" thick Footing w/ 2 #4 Each Way Top and Bottom Project Name: Project No.: Eng.: Date : Sheet : Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 14 of 16 ■ll II Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: 6-A Loads: (U = 1.2DL + 1.6LL) P self (k) = 1.09 M DL (k -ft) = 0.00 P DL (k) = 0.45 M LL (k -ft) = 0.00 P LL (k) = 4.5 Accidental Eccentncity = N Pu (k) = 9.0 Mu (k -ft) = 0.00 Fy (psi) = 60000 e (ft) = 0.00 Mu (k -ft) = 0.29 within middle 3rd Footing Dimensions: Column/Pier Base: Lang (ft) = 3 Long Direction (in) = 10 Short (ft) = 3 Short Direction (in)= 10 Thickness (in) = 10 % in center band B= 100% Bearing Pressures: q min (psf) = 671 q max (psf) = 671 OK qu-max (psf) = 1005 qu at edge of base (psf) = 1005 qu-min (psf) = 1005 qu at edge of base (psf) = 1005 Material Data Allowable q (psf) = 1500 f (psi) = 2500 B t = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Shear Check: Punching Vc (psi) = 170 Wide Bm Vc (psi) = 85 Wlde Bm Shear Cap. (Iblin) > Shear Force (Ib/in) 574 > 44 OK Punching Shear Resistance (k) > Applied Force (k) 77 > 7 OK f 1 Project Name: Project No.: Eng.: Date: Sheet: L JI Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 15 of 16 Short Direction Check p Check Development Length lJ Reinforcing: Bar size = #4 p = 0.0001 Fy (psi) = 60000 Reinforcement Top and Bottom(Y/N) = Y Mu (k -ft) = 0.29 area of bar= 0.20 Min p = 0.0002 Base As(min) on calc'd As(4/3) (YIN) = Y d (in)= 6.25 bar diameter= 0.5 Long Direction Checkp Check Development Length As req(inA2/ft)= 0.01 L' long (ft) = 1.08 Bar size = #4 p = 0.0002 Fy (psi) = 60000 Mu (k -ft) = 0.59 area of bar = 0.20 Min p = 0.0003 Ldi (in) = 24.0 Available Ld (in) = 26.3 OK d (in)= 6.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 r As req(inA2/ft)= 0.02 Spacing (in) = 185 Use p = 0.0003 Ld3 (in) = 12 Il Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.8 OK f 1 Project Name: Project No.: Eng.: Date: Sheet: L JI Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 15 of 16 Short Direction Check p Check Development Length l L' short (ft) = 1.08 Bar size = #4 p = 0.0001 Fy (psi) = 60000 Mu (k -ft) = 0.29 area of bar= 0.20 Min p = 0.0002 Ldl (in) = 24.0 d (in)= 6.25 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(inA2/ft)= 0.01 Spacing (in) = 370 Use p = 0.0002 Ld3 (in) = 12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 26.3 OK U6-A Use: 3.0 feet long x 3.0 feet wide x 10" thick Footing (( wl 1 #4 Each Way Top and Bottom LJ f 1 Project Name: Project No.: Eng.: Date: Sheet: L JI Rexburg Valley Wide Addition IF17-119 MTB 10/11/17 15 of 16 [) § § [� 1 w _.oenmaaa © BRdQpR© /\«asRGse < /{ 00 IA /e0eeeg /lQGggGOG veawav9 . /)9999999 11. /\«asRGse /lQGggGOG \lg9asySg /aQe\Q\ / eGgG»9e / agGgS/D ` !«::::,!!_l;,= 11.