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HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-00160 - 1354 Clover Ct - New SFRSTRUCTURAL CALCULATIONS PIERCE RESIDENCE RETAINING WALL 1354 CLOVER CT. REXBURG, IDAHO 83440 IDAHO FALLS OFFICE: 3153 MCNEIL DRIVE IDAHO FALLS, ID 83402 PHONE: 208.542.6120 FAX: 208.932.4046 LICENSED IN: UTAH WASHINGTON for NEWPEAK HOMES May 12, 2021 ARIZONA CALIFORNIA HAWAII MONTANA NEVADA OREGON IDAHO WYOMING 5/12/2021 5/12/2021 5/12/2021 5/12/2021 UltraWall Project: Pierce Residence Location: 1354 Clover Ct. Rexburg, ID Designer: KA Date: 5/12/2021 Section: 4 Block Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock SOIL PARAMETERS φ coh γ Reinforced Soil: 35 deg 0psf 120pcf Retained Soil: 35 deg 0psf 120pcf Foundation Soil: 35 deg 0psf 120pcf Leveling Pad: Crushed Stone GEOMETRY Design Height: 9.83ft (8.33ft Exp.) Live Load: 0psf Wall Batter/Tilt: 0.00/ 0.00 deg Live Load Offset: 0.00ft Embedment: 1.50ft LL2 Width: 0ft Leveling Pad Depth: 0.50ft Dead Load: 0psf Slope Angle: 14.0 deg Dead Load Offset: 0.0ft Slope Length: 12.0ft Dead Load Width: 0ft Slope Toe Offset: 0.0ft Vertical δ on Single Depth FACTORS OF SAFETY Sliding: 1.50 Pullout: 1.50 Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Connection: 1.50 Shear: 1.50 Bending: 1.50 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 1 RESULTS FoS Sliding: 3.60 FoS Overturning: 4.80 Bearing 1,672 FoS Bearing: 12.92 Pullout 1.81 Total Pullout 4,644 FoS Total Pullout 3.88 Top FoSot: 3.93 FoS Connection: 1.74 ID Height Length Geogrid.Tallow EP(Pa)LL (Pql)DL (Pqd)TMax FS Str Tal Cn FS Pk Cn FS PO/[Tmax]FS Sldg [fndn]Grid Embed 2 4.92 7 5XT 1637 605 0 0 605 4.06 702 1.74 1.81/[605]13.48 1.23 1 2.46 7 5XT 1637 581 0 0 581 4.23 725 1.87 6.12/[581]7.60 [3.60]2.88 Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (Ta/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (Ta cn/Tmax) FS PO, factor of safety on pullout (Ta pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theorectical failure plane. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 2 GEOGRID REINFORCING STRUCTURAL PROPERTIES: Mirafi GEOGRID PROPERTIES Name Tult RFcr RFd RFid Ci Cd Alpha Ltds 5XT 4700 1.45 1.10 1.20 0.90 0.90 0.80 2456 CONNECTION STRENGTHS Geogrid Slope 1 Intercept 1 Peak Break Slope 2 Intercept 2 Max Normal Rup Conn Conn Creep Tlot (%)Tlot 5XT 18.00 536 1571 3.00 964 2361 False 1.45 100 4700 8XT 19.00 946 4834 3.00 2357 7745 False 1.45 100 7400 10XT 22.00 1464 -1 0.00 0 4999 False 1.45 100 9500 20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 100 13705 SHEAR STRENGTHS Slope 0 deg Intercept 3500psf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 3 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width or bottom reinforcement length is used in the calculations. The concrete units, granular fill over the blocks or reinforced zone soils are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below) to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective delta angle is delta minus the wall batter at the back face (assumed to be vertical). If the slope breaks within the failure zone, a trial wedge method of analysis is used. INTERNAL EARTH PRESSURES Effective internal Delta angle (2/3 phi)delta =23.3 deg Coefficient of active earth pressure ka =0.291 Internal failure plane ρ = 56.0 deg EXTERNAL EARTH PRESSURES Effective external Delta angle delta =35.00 deg Coefficient of active earth pressure ka =0.298 External failure plane ρ = 55.0 deg Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 4 FORCES AND MOMENTS UltraWall resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe. The wall image can be exported to CAD for a more detailed output. Loads for Overturning about the FRONT TOE of the structure Name Factor γ Force (V)Force (H)X-len Y-len Mo Mr Face Blocks(W1)1.00 3384 --1.23 ----4160 Soil(W3)1.00 5357 --4.73 ----25336 Slope(W5)1.00 309 --4.67 ----1440 Pa_h 1.00 --1762 --3.65 6439 -- Sum (V, H)1.00 9050 1762 Sum Mom 6439 30936 W0: leveling pad W6: Rectangle zone in broken back W1: facing units W7: Live load over the mass W2: soil wedge behind the face W8: Dead load over the mass W3: rectangular area in MSE area W9: Force Pa W4: the wedge at the back of the mass W10: Surcharge load Paq W5: slope area over the mass W11: Dead Load Surcharge Paqd X-Len: is measured from the center of the base (+) Driving, (-) Resisting. Pa_h: horizontal earth pressure Pa_v: vertical earth pressure Pq_h: horizontal surcharge pressure Pq_v: vertical surcharge pressure Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 5 BASE SLIDING Sliding at the base is checked at the soil-to-soil interface between the reinforced mass and the foundation soil. Forces resisting sliding = (SumVr- W0 - W1 - W7) 9,050 - 0 - 3,384 - 0 SumVr = 5,666ppf Resisting force = SumVr x tan(35) + c x L + Base Shear Rf1 =6,337 where L is the base width where Base Shear = N tan(35.0) * 0.8 1,895.77 Driving force is the horizontal component of Pah + Pqh+ Pdh Df = 1,762 Factor of Safety = Rf/Df FSsl =3.60 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 6 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass, soil retained on the blocks or within the reinforced zone. Allowable overturning can be defined by eccentricity (e/L) or by the ratio of resisting moments divided by overturning moment (FSot). Moments resisting overturning = Sum(M1 to M6) + MPav + MPqv Mr =30,936ft-lbs Moments causing overturning = MPah + MPqh Mo =6,439ft-lbs Factor of safety = Mr/Mo FSot =4.80 OK Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 7 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall ReinDesign the eccentricity is used to calculate an effective footing width, or in rigid structure, it is used to calculate the pressure distribution below the base. Calculation of Eccentricity e = (SumMr + M7 + SumMo)/SumV Mr = -6,945.07 Mo = 14,123.71 e = (-6,945.07 + 0.00 + 14,123.71) /9,050.22)e =0.793 Calculation of Bearing Pressures Qult = c*Nc + q*Nq + 0.5*gamma*(B')*Ng where: Nc =46.12 Nq =33.30 Ng =48.03 c =0.00psf q =180.00psf B' =5.41ft Calculate Ultimate Bearing, Qult Qult =21,593.81psf Applied Bearing Pressures = (SumVert / B' + (2B + LP depth)/2 * LP depth *gamma) sigma =1,671.76psf Calculated Factors of Safety for Bearing Qult/sigma =12.92 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 8 TENSION CALCULATIONS Tmax is the maximum tension in the reinforcing based on the earth pressure and surcharge loads applied. In the NCMA design method, earth pressures are calculated using the Coulomb Earth pressure equation. Infinite surcharge loads are applied as q x ka. In designs were there is a broken back slope, or the surcharge is not uniform over the area, a tie-back wedge analysis method is used. FS = (Tal * FS_tn) / Tmax TABLE OF RESULTS Elevation[ft]ka z sv Name[ft]Tult[ppf]Ta[ppf]Rc %Tmax[ppf]FS 4.92 0.291 3.07 6.14 5XT 4,700 1,637 100 605 4.06 2.46 0.291 7.37 2.46 5XT 4,700 1,637 100 581 4.23 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 9 PULLOUT CALCULATIONS Pullout is the amount of resistance of the reinforcing has to a pullout failure based on the Tmax applied and the depth of embedment (resistance). In an NCMA design the failure place is defined as the Coulomb failure plane which varies with face batter, backslope angle, and surcharge loads applied. All failure planes begin at the tail. of the facing units. For AASHTO calculations, the live load surcharge is not included in the Tmax value for pullout. Failure Plane Angle (ρ) = 56.0 Deg NOTE: The pullout capacity is limited by the LTDS of the reinforcing layer, not the ultimate pullout capacity calculated. F* = 0.67 x tan(φ) = 0.67 x 0.70 = 0.47 Le = embedment length = Li - block depth - hi * Tan(90 - ρ) La = Li - Le sv = geogrid spacing Rc = % coverage α = scale effect correction Pullout = 2 x Le x F* x sv x α x Rc TABLE OF RESULTS Elevation[ft]Normal[lbf]Ci % Coverage Tmax[ppf]Le[ft]La[ft]Pullout_[Pr][ppf]FS PO 4.92 866.50 0.90 100 605 1.23 5.77 1092 1.81 2.46 2818.18 0.90 100 581 2.88 4.12 3552 6.12 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 10 CONNECTION CALCULATIONS Connection is the amount of resistance of the reinforcing has to a pullout failure from the facing units based on the Tmax applied and the normal load on the units. In an AASHTO LRFD design, creep on the connection may be applied for frictional and mechanical connections. In NCMA or AASHTO 2002, a frictional failure is based on the peak connection capacity divided by a factor of safety. For a rupture connection the capacity is the peak load divided by a creep reduction factor and a factor of safety. Frictional Connection Peak Connection = N(ppf) tan(slope) + intercept Rupture Connection Connection Capacity = [N(ppf) tan(slope) + intercept] / RFcr RFcr can be a value obtained from long-term testing or by default could be the creep reduction factor of the geogrid reinforcing. Tal_cn = Allowable connection capacity = Tult_cn / FScn Rc = % coverage FS = Tal_cn * FScn/Tmax TABLE OF RESULTS Elev[ft]Name Tmax[ppf]Rc %N[ppf]Tult_cn Tac[ppf]FS 4.92 5XT 605 100 1692 1158 702 1.74 2.46 5XT 581 100 2538 1197 725 1.87 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 11 UltraWall Project: Pierce Residence Location: 1354 Clover Ct. Rexburg, ID Designer: KA Date: 5/12/2021 Section: 3 Block Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock SOIL PARAMETERS φ coh γ Reinforced Soil: 35 deg 0psf 120pcf Retained Soil: 35 deg 0psf 120pcf Foundation Soil: 35 deg 0psf 120pcf Leveling Pad: Crushed Stone GEOMETRY Design Height: 7.38ft (6.88ft Exp.) Live Load: 0psf Wall Batter/Tilt: 0.00/ 0.00 deg Live Load Offset: 0.00ft Embedment: 0.50ft LL2 Width: 0ft Leveling Pad Depth: 0.50ft Dead Load: 0psf Slope Angle: 14.0 deg Dead Load Offset: 0.0ft Slope Length: 12.0ft Dead Load Width: 0ft Slope Toe Offset: 0.0ft Vertical δ on Single Depth FACTORS OF SAFETY Sliding: 1.50 Pullout: 1.50 Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Connection: 1.50 Shear: 1.50 Bending: 1.50 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 1 RESULTS FoS Sliding: 4.49 FoS Overturning: 7.77 Bearing 1,148 FoS Bearing: 16.75 Pullout 2.92 Total Pullout 3,122 FoS Total Pullout 4.78 Top FoSot: 14.32 FoS Connection: 2.71 ID Height Length Geogrid.Tallow EP(Pa)LL (Pql)DL (Pqd)TMax FS Str Tal Cn FS Pk Cn FS PO/[Tmax]FS Sldg [fndn]Grid Embed 2 4.92 7 5XT 1637 218 0 0 218 11.24 541 3.71 2.92/[218]31.22 1.23 1 2.46 7 5XT 1637 388 0 0 388 6.33 702 2.71 6.40/[388]12.57 [4.49]2.88 Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (Ta/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (Ta cn/Tmax) FS PO, factor of safety on pullout (Ta pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theorectical failure plane. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 2 GEOGRID REINFORCING STRUCTURAL PROPERTIES: Mirafi GEOGRID PROPERTIES Name Tult RFcr RFd RFid Ci Cd Alpha Ltds 5XT 4700 1.45 1.10 1.20 0.90 0.90 0.80 2456 CONNECTION STRENGTHS Geogrid Slope 1 Intercept 1 Peak Break Slope 2 Intercept 2 Max Normal Rup Conn Conn Creep Tlot (%)Tlot 5XT 18.00 536 1571 3.00 964 2361 False 1.45 100 4700 8XT 19.00 946 4834 3.00 2357 7745 False 1.45 100 7400 10XT 22.00 1464 -1 0.00 0 4999 False 1.45 100 9500 20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 100 13705 SHEAR STRENGTHS Slope 0 deg Intercept 3500psf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 3 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width or bottom reinforcement length is used in the calculations. The concrete units, granular fill over the blocks or reinforced zone soils are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below) to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective delta angle is delta minus the wall batter at the back face (assumed to be vertical). If the slope breaks within the failure zone, a trial wedge method of analysis is used. INTERNAL EARTH PRESSURES Effective internal Delta angle (2/3 phi)delta =23.3 deg Coefficient of active earth pressure ka =0.291 Internal failure plane ρ = 56.0 deg EXTERNAL EARTH PRESSURES Effective external Delta angle delta =35.00 deg Coefficient of active earth pressure ka =0.300 External failure plane ρ = 54.0 deg Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 4 FORCES AND MOMENTS UltraWall resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe. The wall image can be exported to CAD for a more detailed output. Loads for Overturning about the FRONT TOE of the structure Name Factor γ Force (V)Force (H)X-len Y-len Mo Mr Face Blocks(W1)1.00 2538 --1.23 ----3120 Soil(W3)1.00 4022 --4.73 ----19021 Slope(W5)1.00 309 --4.67 ----1440 Pa_h 1.00 --1070 --2.84 3037 -- Sum (V, H)1.00 6869 1070 Sum Mom 3037 23581 W0: leveling pad W6: Rectangle zone in broken back W1: facing units W7: Live load over the mass W2: soil wedge behind the face W8: Dead load over the mass W3: rectangular area in MSE area W9: Force Pa W4: the wedge at the back of the mass W10: Surcharge load Paq W5: slope area over the mass W11: Dead Load Surcharge Paqd X-Len: is measured from the center of the base (+) Driving, (-) Resisting. Pa_h: horizontal earth pressure Pa_v: vertical earth pressure Pq_h: horizontal surcharge pressure Pq_v: vertical surcharge pressure Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 5 BASE SLIDING Sliding at the base is checked at the soil-to-soil interface between the reinforced mass and the foundation soil. Forces resisting sliding = (SumVr- W0 - W1 - W7) 6,869 - 0 - 2,538 - 0 SumVr = 4,331ppf Resisting force = SumVr x tan(35) + c x L + Base Shear Rf1 =4,810 where L is the base width where Base Shear = N tan(35.0) * 0.8 1,421.83 Driving force is the horizontal component of Pah + Pqh+ Pdh Df = 1,070 Factor of Safety = Rf/Df FSsl =4.49 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 6 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass, soil retained on the blocks or within the reinforced zone. Allowable overturning can be defined by eccentricity (e/L) or by the ratio of resisting moments divided by overturning moment (FSot). Moments resisting overturning = Sum(M1 to M6) + MPav + MPqv Mr =23,581ft-lbs Moments causing overturning = MPah + MPqh Mo =3,037ft-lbs Factor of safety = Mr/Mo FSot =7.77 OK Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 7 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall ReinDesign the eccentricity is used to calculate an effective footing width, or in rigid structure, it is used to calculate the pressure distribution below the base. Calculation of Eccentricity e = (SumMr + M7 + SumMo)/SumV Mr = -5,303.83 Mo = 8,800.50 e = (-5,303.83 + 0.00 + 8,800.50) /6,868.90)e =0.509 Calculation of Bearing Pressures Qult = c*Nc + q*Nq + 0.5*gamma*(B')*Ng where: Nc =46.12 Nq =33.30 Ng =48.03 c =0.00psf q =60.00psf B' =5.98ft Calculate Ultimate Bearing, Qult Qult =19,235.91psf Applied Bearing Pressures = (SumVert / B' + (2B + LP depth)/2 * LP depth *gamma) sigma =1,148.28psf Calculated Factors of Safety for Bearing Qult/sigma =16.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 8 TENSION CALCULATIONS Tmax is the maximum tension in the reinforcing based on the earth pressure and surcharge loads applied. In the NCMA design method, earth pressures are calculated using the Coulomb Earth pressure equation. Infinite surcharge loads are applied as q x ka. In designs were there is a broken back slope, or the surcharge is not uniform over the area, a tie-back wedge analysis method is used. FS = (Tal * FS_tn) / Tmax TABLE OF RESULTS Elevation[ft]ka z sv Name[ft]Tult[ppf]Ta[ppf]Rc %Tmax[ppf]FS 4.92 0.291 1.85 3.69 5XT 4,700 1,637 100 218 11.24 2.46 0.291 4.92 2.46 5XT 4,700 1,637 100 388 6.33 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 9 PULLOUT CALCULATIONS Pullout is the amount of resistance of the reinforcing has to a pullout failure based on the Tmax applied and the depth of embedment (resistance). In an NCMA design the failure place is defined as the Coulomb failure plane which varies with face batter, backslope angle, and surcharge loads applied. All failure planes begin at the tail. of the facing units. For AASHTO calculations, the live load surcharge is not included in the Tmax value for pullout. Failure Plane Angle (ρ) = 56.0 Deg NOTE: The pullout capacity is limited by the LTDS of the reinforcing layer, not the ultimate pullout capacity calculated. F* = 0.67 x tan(φ) = 0.67 x 0.70 = 0.47 Le = embedment length = Li - block depth - hi * Tan(90 - ρ) La = Li - Le sv = geogrid spacing Rc = % coverage α = scale effect correction Pullout = 2 x Le x F* x sv x α x Rc TABLE OF RESULTS Elevation[ft]Normal[lbf]Ci % Coverage Tmax[ppf]Le[ft]La[ft]Pullout_[Pr][ppf]FS PO 4.92 506.25 0.90 100 218 1.23 5.77 638 2.92 2.46 1970.43 0.90 100 388 2.88 4.12 2483 6.40 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 10 CONNECTION CALCULATIONS Connection is the amount of resistance of the reinforcing has to a pullout failure from the facing units based on the Tmax applied and the normal load on the units. In an AASHTO LRFD design, creep on the connection may be applied for frictional and mechanical connections. In NCMA or AASHTO 2002, a frictional failure is based on the peak connection capacity divided by a factor of safety. For a rupture connection the capacity is the peak load divided by a creep reduction factor and a factor of safety. Frictional Connection Peak Connection = N(ppf) tan(slope) + intercept Rupture Connection Connection Capacity = [N(ppf) tan(slope) + intercept] / RFcr RFcr can be a value obtained from long-term testing or by default could be the creep reduction factor of the geogrid reinforcing. Tal_cn = Allowable connection capacity = Tult_cn / FScn Rc = % coverage FS = Tal_cn * FScn/Tmax TABLE OF RESULTS Elev[ft]Name Tmax[ppf]Rc %N[ppf]Tult_cn Tac[ppf]FS 4.92 5XT 218 100 846 892 541 3.71 2.46 5XT 388 100 1692 1158 702 2.71 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 11 UltraWall Project: Pierce Residence Location: 1354 Clover Ct. Rexburg, ID Designer: KA Date: 5/12/2021 Section: 2 Block Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock SOIL PARAMETERS φ coh γ Retained Soil: 35 deg 0psf 120pcf Foundation Soil: 35 deg 0psf 120pcf Leveling Pad: 35 deg 0psf 135pcf Crushed Stone GEOMETRY Design Height: 4.92ft Live Load: 0psf Wall Batter/Tilt: 0.00/ 0.00 deg Live Load Offset: 0.00ft Embedment: 0.50ft Live Load Width: 0ft Leveling Pad Depth: 0.50ft Dead Load: 0psf Slope Angle: 14.0 deg Dead Load Offset: 0.0ft Slope Length: 12.0ft Dead Load Width: 0ft Slope Toe Offset: 0.0ft Leveling Pad Width: 3.46ft Vert δ on Single Dpth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 1 RESULTS FoS Sliding: 2.01 (lvlpd) FoS Overturning: 3.92 Bearing: 818.43 FoS Bearing: 13.67 Name Elev.[dpth]ka Pa Paq Paqd (PaC)PaT FSsl FoS OT %D/H 1 2.46[2.46]0.291 106 0 0 0 106 --14.35 100% 1 0.00[4.92]0.291 422 0 0 0 422 2.01 3.92 50% Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paq2: live load 2 surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 2 RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(φ) [AASHTO 10.6.3.4] or may be the manufacturer supplied data. φ is assumed to be 40 degrees for a stone leveling pad. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 3 FORCE DETAILS The details below shown how the forces are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf / kNpm). Layer Block Wt Soil Fill Wt Soil Wt 1 846 0 2 846 Block Weight (Force v (Block Wt + Infill Soil)) = 1692ppf X-Arm = 1.23ft Soils Block Weight (Force v) = 0ppf X-Arm = 0.00ft Active Earth Pressure Pa = 422ppf Pa_h (Force H) = Pa cos(δ - batter) = 422 x cos( 23.3 - (0.0 )) = 388ppf Y-Arm = 1.64ft Pa_v (Force V) = Pa sin(δ - batter ) = 422 x sin( 23.3 - (0.0 )) = 167ppf X-Arm = 2.46ft Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 4 CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below) to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective δ angle is δ minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective δ angle (2/3 retained phi)δ =23.3 deg Coefficient of active earth pressure ka =0.291 External failure plane ρ = 56 deg Effective Angle from horizontal α =90.00 deg Coefficient of passive earth pressure: kp = (1 + sin(φ)) / (1 - sin(φ)) kp =3.69 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 5 FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the middle of the base block for eccentricity calculations. LOADS FOR OVERTURNING ABOUT THE TOE Name Factor γ Force (V)Force (H)X-len Y-len Mo Mr Face Blocks(W1)1.00 1692 --1.23 ----2080 Pa_h 1.00 --388 --1.64 636 -- Pa_v 1.00 167 --2.46 ----411 Sum V / H 1.00 1859 388 Sum Mom 636 2491 W0: stone within units W1: facing units W2: soil wedge behind the face X-Len: is measured from the center of the base (+) Driving, (-) Resisting. Pa_h: horizontal earth pressure Pa_v: vertical earth pressure Pq_h: horizontal surcharge pressure Pq_v: vertical surcharge pressure BEARING LOADS: NCMA Name Factor γ Force (V)Force (H)X-len Y-len Mo Mr Face Blocks(W1)1.00 1692 --0.00 ----0 Pa_h 1.00 --388 --1.64 636 -- Pa_v 1.00 167 ---1.23 -----206 Sum V / H 1.00 1859 388 Sum Mom 636 -206 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 6 BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Forces Resisting sliding = W1 + Pav 1692 + 167 N =1859ppf Resisting force at pad = (N * 0.8 * tan(slope) + intercept x L) 1859 x0.8 x tan(35.0) + 0.0 Rf =0 Driving force is the horizontal component of Pah 388Df =388 FSsl = Rf / Df FSsl =2.01 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 7 OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks. Allowable overturning can be defined by eccentricity (e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments Resisting Overturning = M1 + MPav 2080 + 411 Mr =2491ft-lbs Moments causing Overturning = MPah 636Mo =636ft-lbs FSot = Mr / Mo FSot =2491 / 636 FSot =3.92 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 8 ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV = + W1 + Pav + 1692 + 167 SumV = 1859 Moment Resisting Mr = -206 Moment Driving Md = 636 e = (SumMr + SumMd)/(SumV) e = (430 /0.00)e =0.231ft Calculation of Bearing Pressures Qult = c * Nc + q * Nq + 0.5 * γ* (B') * Ng where: Nc =46.12 Nq =33.30 Ng =48.03 c =0.00psf q = 120.00psf(soil weight above base of leveling pad) B' = B - 2e + lvlpad = 2.50ft Gamma =120pcf Calculate Ultimate Bearing, Qult Qult =11186psf Bearing Pressure = (SumVert / B') + (LP width * gamma) sigma = 818.43psf Calculated Factors of Safety for Bearing Qult/sigma =13.67 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.1.24.19 9