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HomeMy WebLinkAboutFairfield at Alberhill Ranch Post-tension Placement Calcs (Delta 3 Dated 09-06-23)_v1.pdf-APPROVED REVISIONSVery Low (E.I. = 0-20) Low (E.I. = 21-50) Medium (E.I. = 51-90) 1500 psf Soils Report Job #: Soils Report Date: JULY 31, 2023 (REV. AUGUST 14, 2023) Suncoast Post-Tension Job # Post Tension Foundation Design Summary Post Tension Foundation Calculations for: PULTE HOMES FAIRFIELD AT ALBERHILL RANCH LAKE ELSINORE, CA Category I 22-8351 NOVEMBER 14, 2022 / MAY 12, 2023 / Allowable Bearing Capacity of: Soils Report By:PETRA GEOSCIENCES J.N. 21-467 20" 15" 4.5" Category II 23" 15" 4.5" Slab Thickness 20" 12" 4.5" Category IA Category Ext. Beam Int. Beam IAN R . WAD D E LLC I V ILNo. CO41219 03-31-25 ST AT E OF C A L IF O R NIAREGISTERED P R O F E S S ION A L ENGINEER CATEGORY IA CALCS FOR ALL PLAN TYPES 4 -1/2” POST-TENSIONED SLAB ON GRADE CALCULATIONS By: Suncoast Post-Tension Utilizing the California Foundation Slab Method (Spanability Method) for Very Low Expansive Soils in accordance with the provisions of the Post- Tensioning Institute “Design and Construction of Post-Tensioned Slabs-On-Ground” PROJECT: PULTE HOMES – FAIRFIELD AT ALBERHILL RANCH in LAKE ELSINORE, CA GENERAL DESIGN CRITERIA: 1. Allowable soil bearing pressures of 1500 psf. 2. Soils are Very low expansive. 3.Generally in accordance with the California Foundation Slab Method (Spanability Method) and the California Building Code. 4. The slab thickness is t = 4.5 inches minimum. 5. These calculations and associated drawings for this project have been designed in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. MATERIALS DESIGN CRITERIA: A) Concrete Materials: fci = 2000 psi @ time of stressing fc = 2500 psi @ 28 days Ec = 2,850,000 psi fc = .45 fc = .45 (2500) psi = 1125 psi ft = 6x (fc^.5) = 6x (2500^ .5) = 300 psi vc = 1.7x fc^.5 + .1x fp = 95 psi B) Post-Tensioning Materials: ½” Dia. 270 ksi & elongation = PL/AE = .081 L (where L is in feet) Pjack = 31 kips, Panchor = 29 kips, Peffective = 26.6 kips (min) Provide for a minimum of 50 psi compression in both directions. Page 1 of 6 SOIL DESIGN CRITERIA: A) General assumptions used are as established in the current report on conditions, data and recommendations by the soil engineer of record. Soils Report: Petra Geosciences Report#: J.N. 21-467 Dated: November 14, 2022 / May 12, 2023 / July 31, 2023 (Rev. August 14, 2023) B) Typical slab panel see plan. C) Soil Type; See report D) Attenburg Limits: N/A E) Differential Swell Estimate: N/A TYPICAL WORST CASE LOADING: Dead Load Live Load Roof Level 25 psf 20 psf 2nd Floor Level 35 psf 40 psf(24 reduced) Ground Floor 15 psf 40 psf 75 psf 100 psf Superimposed Wall Loads Total DL + LL (Red.) = 159 psf for two story 159.00 256.00 Total DL + LL = 100 psf for one story 100.00 128.00 MAXIMUM EXTERIOR GRADE BEAM LOADING: (superimposed) Pp/ft = DL wall + tributary Pp 1550.00 plf (maximum average) MAXIMUM INTERIOR BEARING WALL LOADING: (superimposed) Pi/ft = DL wall + tributary Pi 1800.00 plf (maximum average) DESIGN ANALYSIS SECTIONS: A) Interior Bearing Walls (Primary). B) Interior Non-Bearing Walls (Secondary). C) Exterior Load Bearing Walls. D) Exterior Post Support. E) Slab Support Analysis. F) Post Load on Slab Analysis. Page 2 of 6 DESIGN ANALYSIS: A) Interior Bearing Walls: Set interior grade beam at 12” wide x 12” deep 1. Loading: W superimposed 1800.00 plf W total (1800 + 400) 2200.00 plf 2. Design Section: 12” Wide x 12” Deep T Section Area = 387 in^2, Av = 144 in^2, Yb = 8.35”, Icg = 3409 in^4, Sb = 408.33 in^3 3. Unsupported Length: (L) M actual = (W X L^2)/12 fixed – fixed analysis = 2200 x L^2/12 = 183.3 L^2 f section = P/A + ft (allowable) = (26.6 x 1,000)/387 + 300psi = 369 psi Since ft = (M x c)/Icg, then (183.3L^2 x c)/Icg Solving for L (183.3 x 12 x L^2 x 8.35)/3409 = 369 L = 8.3 feet OKAY 4. Deflection: (Do) Do = (W X L^4)/384 x E x Icg for fixed – fixed analysis Do = .005 inches less than L/360 = .28 inches. OKAY 5. Soil Bearing: (Qo) = 2200lbs./5.0sf = 440 psf < Qallowable OKAY B) Interior Non-Bearing Walls: Set section at 60” wide by slab thickness of 4.5” 1. Loading: W superimposed 795.00 plf W total (795 + 280) 1075 plf 2. Design Section: 60” Wide X 4.0” Deep Rectangular Section Area = 270 in^2, Av = 270 in^2, Yb = 2.25”, Icg = 501 in^4, Sb = 222 in^3 3. Unsupported Length: (L) M actual = (W X L^2)/12 fixed – fixed analysis = 1,075 x L^2/12 = 89.6 L^2 f section = P/A + ft (allowable) = (26.6 x 1,000)/270 + 300psi = 398.5 psi Since ft = (M x c)/Icg, then (89.6 L^2 x c)/Icg = 398.5 psi Solving for L (89.6 x 12 x L^2 x 2.25)/501 = 410.8 L = 9.2 feet OKAY 4. Deflection: (Do) Do = (W X L^4)/384 x E x Icg for fixed – fixed analysis Do = .024 inches less than L/360 = .26 inches. OKAY 5. Soil Bearing: (Qo) = 1075lbs./5sf = 215psf < Q allowable OKAY Page 3 of 6 C) Exterior Load Bearing Walls: Set exterior grade beam at 12” wide x 18” deep 1. Loading: W superimposed 1550.00 plf W total (1550 + 350) 1900.00 plf 2. Design Section: 12” Wide X 18” Deep Half T Section Area = 338 in^2, Av = 216 in^2, Yb = 11.43”, Icg = 9580 in^4, Sb = 838 in^3 3. Unsupported Length: (L) M actual = (W X L^2)/12 fixed – fixed analysis = 1900 x L^2/12 = 158.3 L^2 f section = P/A + ft (allowable) = 50 + 300 psi = 350 psi Since ft = (M x c)/Icg, then (158.3L^2 x c)/Icg = 350 psi Solving for L (158.3 x 12 x L^2 x 11.43)/9580 = 350 L = 12.4 feet OKAY 4. Deflection: (Do) Do = (W X L^4)/384 x E x Icg for fixed – fixed analysis Do = .007 inches less than L/360 = .42 inches. OKAY 5. Soil Bearing: (Qo) = 1900lbs./2.5sf = 760 psf < Q allowable OKAY D) Exterior Post Support: Set exterior grade beam at 12” wide x 18” deep 1. Loading: P superimposed 10000.00 pounds P total 11750.00 pounds 2. Design Section: 12” Wide X 18” Deep Half T Section Area = 338 in^2, Av = 216 in^2, Yb = 11.43”, Icg = 9580 in^4, Sb = 838 in^3 3. Unsupported Length: (L) Assume 10 feet M actual = (P X L)/8 fixed – fixed analysis = 1468.75 L ft-lbs. f section = P/A + ft (allowable) = 50 + 300psi = 350 psi ft actual =M/S =350 psi < 350 psi allowable OKAY L = 16.60 feet OKAY 4. Deflection: (Do) Do = (P X L^3)/192 x E x Icg for fixed – fixed analysis Do = .018 inches less than L/360 = .57 inches. OKAY 5. Soil Bearing: (Qo) = 11750lbs./2.5 x 17.0sf = 276 psf < Q allowable OKAY Page 4 of 6 E) Slab Support Analysis: Set section at 60” wide by slab thickness of 4.5” 1. Loading: LL superimposed 40.00 psf DL + LL total (56 + 40) 96.00 psf 2. Design Section: 60” Wide X 4.5” Deep Rectangular Sectic Area = 270 in^2, Av = 270 in^2, Yb = 2.25”, Icg = 455 in^4, Sb = 202 in^3 3. Unsupported Length: (L) M actual = (W X L^2)/12 fixed – fixed analysis = 96 x 5 x L^2/12 = 40 L^2 f section = P/A + ft (allowable) = (26.6 x 1,000)/270 + 300psi = 398.5 psi Since ft = (M x c)/Icg, then (40L^2 x c)/Icg Solving for L (40 x 12 x L^2 x 2.25)/455 = 398.5 L = 12.9 feet OKAY 4. Deflection: (Do) Do = (W X L^4)/384 x E x Icg for fixed – fixed analysis Do = .05 inches less than L/360 = .40 inches. OKAY 5. Soil Bearing: (Qo) = 480lbs./5sf = 96psf < Q allowable OKAY F) Post Load on Slab Analysis: Assume a 3.5” x 3.5” post on a 4.5” thick slab no grade beams. 1. Loading: P superimposed 4500.00 pounds P total (4500 + 500) 5000.00 pounds 2. Design Section: 60” Wide X 4.5” Deep Rectangular Section Area =270 in^2, Av = 270 in^2, Yb = 2.25”, Icg = 455 in^4, Sb = 202 in^3 3. Unsupported Length: (L) Assume 10 feet M actual = (P X L)/8 fixed – fixed analysis = 625 L ft-lbs. f section = P/A + ft (allowable) = (26.6 x 1,000)/270 + 300psi = 398.5 psi Solving for L (625 x 12 x L)/202 = 398.5 L = 10.70 feet OKAY 4. Shear Capacity: 4,500 pounds superimposed 5. Deflection: (Do) Do = (P X L^3)/192 x E x Icg for fixed – fixed analysis Do = .04 inches less than L/360 = .29 inches. OKAY 6. Soil Bearing: (Qo) = 5000lbs./53.5sf = 93.5psf < Q allowable OKAY Page 5 of 6 DESIGN SUMMARY: Use a 4.5” slab, 12” wide by 18” deep beams at exterior edges and 12” wide by 12” deep interior grade beams as shown on the plans with ½” dia. 270 ksi 7 wire strands spaced at 5’-6” o.c. +/- 6” each way mid height in the slab. ANCHOR ANALYSIS NO BACK UP BARS: NOTES: 1) Anchor size is 2.25” x 5” placed 3.5” from center of anchor to top of slab. 2) Allowable stresses by ACI-318. 3) Concrete at time of stressing is 2000psi. 4) Concrete at 28 days is 2500psi. ANALYSIS: Allowable stress at transfer fcp= .8xfci x ((Ab’/Ab-.2)^.5)<or= 1.25 x fci Allowable stress at service fcp= .6xfc x((Ab’/Ab)^.5) < or = 1.0 x fc Ab’= 5” x 7.75” = 38.75 in^2 Ab = 2.25 x 5 –(.75/2)^2 x PIE = 10.81 in^2 fc = 2500 psi and fci = 2000 psi At transfer fcp = .8 x 2000(38.75/10.81)^.5 = 2943 psi > 2500 psi(governs) Actual at transfer =fact =Force/Ab =.7x270x.153/10.81 = 2675 = approx. 2500psi At service fcp = .6x2500(38.75/10.81)^.5 = 2839 > 2500 psi (governs) Actual at service = fact = .6x270x.153/10.81 = 2293 <2500 psi OK Therefore back up bars are not required with a 2.25” x 5” anchor. LIMITATIONS: Suncoast Post-Tension & the Engineer whose stamp appears on these calculations and plans assumes no responsibility for future defects resulting from unreported conditions mitigating the general design, material design and/or soil design criteria’s or when accompanied by an apparent creep of the slab foundation and soils. Although there is no known method of totally preventing movements due to expansive soils, current state-of- the-practice in Southern California area dictates post tensioned slab on grades as the method of minimizing the effects of expansive soils. QUALITY CONTROLS: The subcontractors performing the work are responsible for quality in include; exact concrete dimensions, integrally poured monolithic concrete, no rock pockets, debris or soil intrusions and accurate post tensioning strand support and placement. Page 6 of 6 Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 45.00 FT x 67.20 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :64.4 Cubic Yards Prestressing Tendon :1,746 Linear Feet Number of End Anchorages :62 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :15.00 Feet O.C. Number of Slab Tendons :9 Slab Tendon Spacing :5.13 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 4 4 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :9.60 Feet O.C. Number of Slab Tendons :10 Slab Tendon Spacing :7.02 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 373,215 LB Bearing Area 2,566 FT2 Applied Pressure on Soil 145 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 9 Number of Beam Tendons 8 4 Spacing of Slab Tendons (Feet)7.02 5.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.28 3.87 Center of Gravity of Tendons (from top of slab) (Inch) 7.22 5.69 Eccentricity of Prestressing (Inch)-2.94 -1.82 Minimum Effective Prestress Force (K) 384.6 251.5 Beta Distance Effective Prestress Force (K) 442.3 324.9 Minimum Effective Prestress (PSI)80 83 Beta Distance Effective Prestress (PSI) 92 108 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.80 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.52 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.220 -0.206 Actual Stress 0.995 1.147 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 82,108 44,072 Required Moment of Inertia (Inch4) 50,511 32,275 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.41 K/FT Maximum Shear, Long Direction 1.36 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 153 Actual Shear Stress (PSI)59 77 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)308.1 268.5 0.5 Moment (FT-K)194.9 124.3 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.34 FT-K/FT Maximum Moment, Long Direction 3.04 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.118 -0.197 Actual Stress 0.165 0.20 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 82,108 44,072 Required Moment of Inertia (Inch4) 58,125 35,485 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.53 K/FT Maximum Shear, Long Direction 1.56 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 153 Actual Shear Stress (PSI)64 88 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)237.5 118.8 0.5 Moment (FT-K)112.1 68.3 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :4,798 3,014 Moment of Inertia (Inch4) :82,108 44,072 Section Modulus, Top (Inch3) :19,172 11,398 Section Modulus, Bottom (Inch3) : 6,622 3,441 Center of Gravity of Concrete - from top (Inch) : 4.28 3.87 Center of Gravity of Prestressing Tendons - from top (Inch) : 7.22 5.69 Eccentricity of Prestress (Inch) :-2.94 -1.82 Beta Distance (Feet) :8.78 7.51 Equivalent Beam Depth (Inches) : 16.68 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 45.00 FT x 67.20 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 4 4 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 9.00 Feet 4.70 Feet Differential Soil Movement, ym : 0.350 Inches 0.650 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,800.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.23 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.283 0.443 Prestress at Line Load :80.2 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat I.pti 11:34:27 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 45.00 FT x 67.20 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :64.4 Cubic Yards Prestressing Tendon :1,746 Linear Feet Number of End Anchorages :62 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :15.00 Feet O.C. Number of Slab Tendons :9 Slab Tendon Spacing :5.13 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 4 4 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :9.60 Feet O.C. Number of Slab Tendons :10 Slab Tendon Spacing :7.02 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 373,215 LB Bearing Area 2,566 FT2 Applied Pressure on Soil 145 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 9 Number of Beam Tendons 8 4 Spacing of Slab Tendons (Feet)7.02 5.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.28 3.87 Center of Gravity of Tendons (from top of slab) (Inch) 7.22 5.69 Eccentricity of Prestressing (Inch)-2.94 -1.82 Minimum Effective Prestress Force (K) 384.6 251.5 Beta Distance Effective Prestress Force (K) 442.3 324.9 Minimum Effective Prestress (PSI)80 83 Beta Distance Effective Prestress (PSI) 92 108 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.09 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.80 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.232 -0.219 Actual Stress 1.030 1.190 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 82,108 44,072 Required Moment of Inertia (Inch4) 53,022 33,879 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.43 K/FT Maximum Shear, Long Direction 1.42 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 153 Actual Shear Stress (PSI)60 80 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)308.1 268.5 0.5 Moment (FT-K)204.6 130.5 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.57 FT-K/FT Maximum Moment, Long Direction 3.32 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.147 -0.241 Actual Stress 0.175 0.213 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 82,108 44,072 Required Moment of Inertia (Inch4) 62,215 38,801 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.80 K/FT Maximum Shear, Long Direction 1.84 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 153 Actual Shear Stress (PSI)76 103 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)237.5 118.8 0.5 Moment (FT-K)120.0 74.7 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :4,798 3,014 Moment of Inertia (Inch4) :82,108 44,072 Section Modulus, Top (Inch3) :19,172 11,398 Section Modulus, Bottom (Inch3) : 6,622 3,441 Center of Gravity of Concrete - from top (Inch) : 4.28 3.87 Center of Gravity of Prestressing Tendons - from top (Inch) : 7.22 5.69 Eccentricity of Prestress (Inch) :-2.94 -1.82 Beta Distance (Feet) :8.78 7.51 Equivalent Beam Depth (Inches) : 16.68 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 45.00 FT x 67.20 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 4 4 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 8.50 Feet 4.20 Feet Differential Soil Movement, ym : 0.450 Inches 0.850 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4521) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,800.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.23 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.283 0.443 Prestress at Line Load :80.2 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\1. Plan 4521-Cat II.pti 11:34:48 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 40.00 FT x 51.00 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :42.6 Cubic Yards Prestressing Tendon :1,129 Linear Feet Number of End Anchorages :48 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :13.33 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.00 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 2 3 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :12.75 Feet O.C. Number of Slab Tendons :8 Slab Tendon Spacing :6.71 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 248,374 LB Bearing Area 1,582 FT2 Applied Pressure on Soil 157 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 8 7 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet)6.71 6.00 Center of Gravity of Concrete (from top of slab) (Inch) 3.93 4.03 Center of Gravity of Tendons (from top of slab) (Inch) 6.43 6.31 Eccentricity of Prestressing (Inch)-2.50 -2.29 Minimum Effective Prestress Force (K) 283.5 230.3 Beta Distance Effective Prestress Force (K) 321.7 274.5 Minimum Effective Prestress (PSI)82 84 Beta Distance Effective Prestress (PSI) 93 100 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.57 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.31 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.232 -0.198 Actual Stress 1.122 1.038 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 50,977 42,858 Required Moment of Inertia (Inch4) 32,754 27,385 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.56 K/FT Maximum Shear, Long Direction 1.22 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)81 61 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)238.4 212.2 0.5 Moment (FT-K)142.2 106.2 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.28 FT-K/FT Maximum Moment, Long Direction 3.01 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.201 -0.141 Actual Stress 0.186 0.177 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 50,977 42,858 Required Moment of Inertia (Inch4) 38,576 31,015 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.50 K/FT Maximum Shear, Long Direction 1.54 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)78 77 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)145.1 118.8 0.5 Moment (FT-K)83.7 60.1 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :3,467 2,745 Moment of Inertia (Inch4) :50,977 42,858 Section Modulus, Top (Inch3) :12,961 10,645 Section Modulus, Bottom (Inch3) : 4,097 3,388 Center of Gravity of Concrete - from top (Inch) : 3.93 4.03 Center of Gravity of Prestressing Tendons - from top (Inch) : 6.43 6.31 Eccentricity of Prestress (Inch) :-2.50 -2.29 Beta Distance (Feet) :7.79 7.46 Equivalent Beam Depth (Inches) : 16.38 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 40.00 FT x 51.00 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 2 3 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 9.00 Feet 4.70 Feet Differential Soil Movement, ym : 0.350 Inches 0.650 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,500.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.02 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.221 0.384 Prestress at Line Load :81.8 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat I.pti 11:35:42 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 40.00 FT x 51.00 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :42.6 Cubic Yards Prestressing Tendon :1,129 Linear Feet Number of End Anchorages :48 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :13.33 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.00 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 2 3 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :12.75 Feet O.C. Number of Slab Tendons :8 Slab Tendon Spacing :6.71 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 248,374 LB Bearing Area 1,582 FT2 Applied Pressure on Soil 157 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 8 7 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet)6.71 6.00 Center of Gravity of Concrete (from top of slab) (Inch) 3.93 4.03 Center of Gravity of Tendons (from top of slab) (Inch) 6.43 6.31 Eccentricity of Prestressing (Inch)-2.50 -2.29 Minimum Effective Prestress Force (K) 283.5 230.3 Beta Distance Effective Prestress Force (K) 321.7 274.5 Minimum Effective Prestress (PSI)82 84 Beta Distance Effective Prestress (PSI) 93 100 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.85 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.57 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.246 -0.210 Actual Stress 1.163 1.075 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 50,977 42,858 Required Moment of Inertia (Inch4) 34,382 28,746 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.58 K/FT Maximum Shear, Long Direction 1.27 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)82 64 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)238.4 212.2 0.5 Moment (FT-K)149.2 111.5 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.51 FT-K/FT Maximum Moment, Long Direction 3.29 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.236 -0.180 Actual Stress 0.197 0.189 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 50,977 42,858 Required Moment of Inertia (Inch4) 41,290 33,913 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.76 K/FT Maximum Shear, Long Direction 1.81 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)92 90 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)145.1 118.8 0.5 Moment (FT-K)89.6 65.8 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :3,467 2,745 Moment of Inertia (Inch4) :50,977 42,858 Section Modulus, Top (Inch3) :12,961 10,645 Section Modulus, Bottom (Inch3) : 4,097 3,388 Center of Gravity of Concrete - from top (Inch) : 3.93 4.03 Center of Gravity of Prestressing Tendons - from top (Inch) : 6.43 6.31 Eccentricity of Prestress (Inch) :-2.50 -2.29 Beta Distance (Feet) :7.79 7.46 Equivalent Beam Depth (Inches) : 16.38 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 40.00 FT x 51.00 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 2 3 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 8.50 Feet 4.20 Feet Differential Soil Movement, ym : 0.450 Inches 0.850 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4026) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,500.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.02 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.221 0.384 Prestress at Line Load :81.8 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\2. Plan 4026 -Cat II.pti 11:36:33 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 40.00 FT x 44.00 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :38.0 Cubic Yards Prestressing Tendon :1,010 Linear Feet Number of End Anchorages :46 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :13.33 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.00 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 3 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :11.00 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.67 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 219,115 LB Bearing Area 1,438 FT2 Applied Pressure on Soil 152 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 7 7 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet)6.67 6.00 Center of Gravity of Concrete (from top of slab) (Inch) 4.28 4.03 Center of Gravity of Tendons (from top of slab) (Inch) 7.03 6.31 Eccentricity of Prestressing (Inch)-2.75 -2.29 Minimum Effective Prestress Force (K) 263.7 237.1 Beta Distance Effective Prestress Force (K) 297.4 273.9 Minimum Effective Prestress (PSI)84 86 Beta Distance Effective Prestress (PSI) 95 100 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.56 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.30 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.199 -0.198 Actual Stress 0.967 1.036 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 54,646 42,858 Required Moment of Inertia (Inch4) 28,204 26,861 Required Moment of Inertia controlled by Width Length Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.47 K/FT Maximum Shear, Long Direction 1.21 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)64 60 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)219.1 212.2 0.5 Moment (FT-K)122.4 106.0 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.33 FT-K/FT Maximum Moment, Long Direction 3.01 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.123 -0.142 Actual Stress 0.169 0.177 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 54,646 42,858 Required Moment of Inertia (Inch4) 33,729 30,510 Required Moment of Inertia controlled by Width Length Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.53 K/FT Maximum Shear, Long Direction 1.52 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)66 76 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)151.6 118.8 0.5 Moment (FT-K)73.2 60.2 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :3,124 2,745 Moment of Inertia (Inch4) :54,646 42,858 Section Modulus, Top (Inch3) :12,764 10,645 Section Modulus, Bottom (Inch3) : 4,308 3,388 Center of Gravity of Concrete - from top (Inch) : 4.28 4.03 Center of Gravity of Prestressing Tendons - from top (Inch) : 7.03 6.31 Eccentricity of Prestress (Inch) :-2.75 -2.29 Beta Distance (Feet) :7.93 7.46 Equivalent Beam Depth (Inches) : 16.97 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 40.00 FT x 44.00 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 3 2 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 9.00 Feet 4.70 Feet Differential Soil Movement, ym : 0.350 Inches 0.650 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat I Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,500.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.02 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.218 0.387 Prestress at Line Load :84.4 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat I.pti 11:37:06 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions : 40.00 FT x 44.00 FT x 4.50 Inches Material Properties Concrete Strength, f'c :3,000 PSI Tendon Strength, Fpu :270 KSI Tendon Diameter :1 / 2 Inch Material Quantities Concrete Volume :38.0 Cubic Yards Prestressing Tendon :1,010 Linear Feet Number of End Anchorages :46 In the LONG direction ... Type I Beam Type II Beam Quantity of Beams : 2 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :13.33 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.00 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab In the SHORT direction ... Type I Beam Type II Beam Quantity of Beams : 3 2 Depth of Beams : 18.0 Inches 15.0 Inches Width of Beams : 12.0 Inches 12.0 Inches Tendons per Beam : 1 1 Beam Tendon Centroid : 3.25 Inches 3.25 Inches Beam Spacing :11.00 Feet O.C. Number of Slab Tendons :7 Slab Tendon Spacing :6.67 Feet O.C. Slab Tendon Centroid :2.25 Inches from top of slab Page 1 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING : SOIL BEARING: 0.0% CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 219,115 LB Bearing Area 1,438 FT2 Applied Pressure on Soil 152 PSF Soil Pressure Safety Factor 0.00 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 7 7 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet)6.67 6.00 Center of Gravity of Concrete (from top of slab) (Inch) 4.28 4.03 Center of Gravity of Tendons (from top of slab) (Inch) 7.03 6.31 Eccentricity of Prestressing (Inch)-2.75 -2.29 Minimum Effective Prestress Force (K) 263.7 237.1 Beta Distance Effective Prestress Force (K) 297.4 273.9 Minimum Effective Prestress (PSI)84 86 Beta Distance Effective Prestress (PSI) 95 100 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.84 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.56 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.210 -0.210 Actual Stress 1.001 1.073 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch4) 54,646 42,858 Required Moment of Inertia (Inch4) 29,606 28,196 Required Moment of Inertia controlled by Width Length Shear Analysis - Center Lift Mode Maximum Shear, Short Direction.1.49 K/FT Maximum Shear, Long Direction 1.26 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)64 63 Page 3 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)219.1 212.2 0.5 Moment (FT-K)128.5 111.3 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.56 FT-K/FT Maximum Moment, Long Direction 3.29 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.152 -0.181 Actual Stress 0.179 0.189 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch4) 54,646 42,858 Required Moment of Inertia (Inch4) 36,102 33,360 Required Moment of Inertia controlled by Width Length Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.79 K/FT Maximum Shear, Long Direction 1.79 K/FT Short Long Direction Direction Allowable Shear Stress (PSI)150 151 Actual Shear Stress (PSI)78 89 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K)151.6 118.8 0.5 Moment (FT-K)78.3 65.8 Page 4 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2) :3,124 2,745 Moment of Inertia (Inch4) :54,646 42,858 Section Modulus, Top (Inch3) :12,764 10,645 Section Modulus, Bottom (Inch3) : 4,308 3,388 Center of Gravity of Concrete - from top (Inch) : 4.28 4.03 Center of Gravity of Prestressing Tendons - from top (Inch) : 7.03 6.31 Eccentricity of Prestress (Inch) :-2.75 -2.29 Beta Distance (Feet) :7.93 7.46 Equivalent Beam Depth (Inches) : 16.97 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force :33.05 KIPS Page 5 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c :3,000.0 PSI Concrete Creep Modulus, Ec : 1,500,000.0 PSI Concrete Unit Weight :145.0 PCF Tendon Strength, Fpu :270.0 KSI Tendon Diameter :1 / 2 Inch Slab Properties Rectangle Geometry : 40.00 FT x 44.00 FT x 4.50 Inches Short Direction Long Direction Minimum Permissible Prestress : 80.00 PSI 80.00 PSI Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity : 3 2 2 2 Depth : 18.0 15.0 18.0 15.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover : 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure : 1,500.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 8.50 Feet 4.20 Feet Differential Soil Movement, ym : 0.450 Inches 0.850 Inches Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Total Load : 40.00 PSF Total Perimeter Load : 1,000.00 PLF Stiffness Coefficients Center Lift :360 Edge Lift :720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss :15.0 KSI Subgrade Friction Coefficient : 0.75 Page 7 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-tension Serial Number : 100-350-028 Project Title : Pulte - Fairfield at Alberhill - Lake Elsinore (Plan 4028) Cat II Project Engineer : IRW Project Number : 22-8351 Project Date : August 18, 2023 Geotechnical Report : Petra Geosciences Report Date : July 31, 2023 Report Number : J.N. 21-467 LINE LOAD ANALYSIS Summary of Input Data Line Load :1,500.0 lb/ft Direction Of Line Load : Parallel to Long Direction Prestress at Line Load : Minimum Effective Prestress Soil Modulus, Ks :40 PCI Slab Thickness : 4.50 Inch Concrete Creep Modulus, Ec :1,500,000.0 PSI Summary of Line Load Analysis Applied Moment :1.02 Ft-K/Ft Bending Stresses (KSI) Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress : -0.218 0.387 Prestress at Line Load :84.4 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 9 of 9 \\sc2\scpt\ONT\SOG\JOBS\2022\22-8351 (Fairfield at Alberhill Ranch - Pulte)\CALCS\3. Plan 4028-Cat II.pti 11:37:45 AM 4.5" SLAB Post 1500 Vc = 95 psi Area = 7500 = 5 =2.24 Then use 1500 Area = 10000 = 6.666667 =2.58 Then use 1500 Area = 12500 = 8.333333 =2.89 Then use 1500 Area = 18000 = 12 =3.46 Then use 1500 Area = 24000 = 16 =4.00 Then use 1500 Area = 32000 = 21.33333 =4.62 Then use 1500 Area = 40000 = 26.66667 =5.16 Then use 1500 Area = 50000 = 33.33333 =5.77 Then use 1500 f'c=2500 psi POST-TENSION LOADING CALCULATIONS Post Load Capacity 4x4 bo=7.5 x 4 = 30 d=2" conservative Allowable Bearing Capacity= 36"x36"x12Dp. W/4#4B.E.W. 42"x42"x15Dp. W/5#4B.E.W. Calculations for required pads at Point Loads 30"x30"x12Dp. W/3#4B.E.W. No Pad Req'd. 70"x70"x22"Dp. W/10#4B.E.W. 56"x56"x18"Dp. W/7#4B.E.W. 62"x62"x18"Dp. W/8#4B.E.W. 48"x48"x18"Dp. W/6#4B.E.W.