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B21-1036 - TRACT 18148 TRACT08/05/24 - JOB VALUATION DESCRIPTION OF WORK $ Name Address City/State/Zip Name Address City/State/Zip Phone Phone ( ) ARCHITECT / ENGINEER / DESIGNER CONTRACTOR Name Address City/State/Zip( ) )State License #Phone ( QTY QTY QTY QTY Light Fixtures/Fans FAU < 100k BTU's Fixtures/Hose Bibs New/Setup Outlets/Switches FAU > 100k BTU's Water Heater Carport Meters/Main Panels AC/Comp BTU= Water Piping Gas Systems Awning Signs Exhaust Fans Temp Power Motors > than 1 HP Motors < than 1 HP Duct/Register/Grill Pool/Spa Pool/Spa Extend Plumbing SIGNATURE DATE Porch ISSUANCE () ELECTRICAL PLUMBING Phone MECHANICAL Name City/State/Zip ISSUANCEISSUANCE Fireplace ISSUANCE Fire Sprinkler Heads Miscellaneous () PROPERTY OWNER Address Appliance Vent MICROFILE INT. ALT. SF ADDITION SF POOL/SPA SF MOBILE HOME JOB ADDRESS APPLICANT NAME CONTACT PHONE # EMAIL ADDRESS Extend Electrical Cabana OCCUPANCY TYPE PATIO SF PERMIT NUMBER HOA REQUIREDTARGET DATE YES NO TENANT Pool/Spa Vent/Exhaust Hood Miscellaneous Grease Interceptor Earthquake Bracing Electrical Wiring Gas Piping Sewage Disposal Water Piping State License #: City of San Juan Capistrano DeDevelopment Services Department 32400 Paseo Adelanto SaSan Juan Capistrano, CA 92675 Phone: (949) 443-6347 Email: building@sanjuancapistrano.org www.sanjuancapistrano.org/building Building Sewer B21 1036 Project: Petra - Avelina Applicant: Landsea Homes Description Approx. Quantity Unit Price Total Notes Concrete Paving - 3-1/2" thk. no color 47,339 SF $5.50 $260,364.50 Precast Concrete Pavers 308 SF $8.00 $2,464.00 Turf Areas 8,293 SF $0.52 $4,312.36 Shredded Mulch - 3" Depth 86,155 SF $0.41 $35,323.55 Irrigation 94,448 SF $1.25 $118,060.00 Landscape (Shrubs /GC)86,155 SF $3.50 $301,542.50 Trees: 24" Box 337 EA $325.00 $109,525.00 Trees: 36" Box 155 EA $800.00 $124,000.00 Trees: 48" Box 8 EA $1,700.00 $13,600.00 Trees: 72" Box 5 EA $3,838.00 $19,190.00 6" Concrete Mow Curb 3,470 LF $7.00 $24,290.00 Cluster Mailbox Structure with Trellis 1 LS $15,000.00 $15,000.00 Fire Pits 3 EA $3,200.00 $9,600.00 Exercise Equipment with Pads 1 LS $30,000.00 $30,000.00 Chalkboard Wall 33 LF $200.00 $6,600.00 Arbors with Lights 3 EA $10,000.00 $30,000.00 Entry Monuments 42 LF $75.00 $3,150.00 Split Rail Fence 1,597 LF $25.00 $39,925.00 Horseshoe Court 1 LS $3,000.00 $3,000.00 Playground Equipment 1 LS $38,245.00 $38,245.00 Trash Enclosure 7 EA $10,045.00 $70,315.00 Dog Waste Stations 2 EA $189.00 $378.00 Bike Rack 1 EA $450.00 $450.00 Solid Roof Shade Structure with Cooking Center 942 SF $100.00 $94,200.00 Freestanding Walls 57 LF $178.00 $10,146.00 4 post Iron Arbor with light 1 LS $10,000.00 $10,000.00 Drinking Fountains with Pet stations 2 EA $4,243.00 $8,486.00 4' High Homeowner Courtyard Walls 2,189 LF $25.00 $54,725.00 $1,436,891.91 $143,689.19 $1,580,581.10 10% Contingency: Sum Total: Estimate - Common Areas Prepared For: City of San Juan Capistrano Subtotal: AMIDENGINEERINGGROUP, INC. T949.333.5910 C949.922.6976 Mansour@amideng.com 9070 Irvine Center Drive, Suite 210 . Irvine, CA 92618 STRUCTURAL CALCULATIONS FOR: PETRA-AVELINA common areas landscape details San Juan Capistrano California JOB NUMBER 202106 Client: LANDSEA HOMES Architect : SJA landscape Arch. 9-30-21 CSG 04/07/22 B21-1036 V6 LUMBER GRADES Douglas Fir-Larch structural lumber (conforming to standard grading rules for WCLIB, WWPA) 2x6 and deeper studs and 4x10 and shallower beams; Stress grade No. 2: Fb = 900 psi Fv = 180 psi E = 1600 ksi 2x Rafters, 2x Joists, 4x12 and deeper beams; Stress grade No. 1: Fb = 1000 psi Fv = 180 psi E = 1700 ksi Beams and Stringers (6x10 & deeper, 8x12 & deeper) ; stress grade No. 1: Fb = 1350 psi Fv = 170 psi E = 1600 ksi Posts and Timbers (6x8 & shallower, 8x10 & shallower) Stress grade No.1: Fb = 1200 psi Fv = 170 psi E = 1600 ksi Glu-Laminated Beams (conforming to PS 56-73) Douglas Fir-Larch Combination 24F-V4: Fb = 2400 psi Fv = 210 psi E = 1800 ksi CONCRETE STRENGTH (conforming to ASTM and ACI standards) Strength at 28 days: f'c = 2500 PSI MASONRY STRENGTH (conforming to ASTM standards) Hollow concrete masonry units (CMU) Type S mortar Grade N fm = 1500 PSI REINFORCING STEEL (conforming to ASTM A615) Size # 3 : Grade 40 Size # 4 and Larger: Grade 60 GENERAL LOAD INFORMATION ROOF (MAX PITCH 5:12) ROOFING (TILE)10.00 PSF SHEATHING 1.50 PSF ROOF FRAMING 1.50 PSF INSULATION 0.00 PSF CEILING JOISTS 0.00 PSF TOTAL DEAD LOAD 13.00 PSF LIVE LOAD 20.00 PSF EXTERIOR WALL INTERIOR WALL FINISH STUCCO, 1" THICK 10.00 PSF PLYWOOD SHEATHING 1.50 PSF PLYWOOD SHEATHING 1.50 PSF 2X STUD FRAMING 1.50 PSF 2X STUD FRAMING 1.50 PSF INSULATION 0.50 PSF INSULATION 0.50 PSF DRYWALL 5.00 PSF DRYWALL 2.50 PSF MISC 1.50 PSF MISC 0.00 PSF TOTAL DEAD LOAD 10.00 PSF TOTAL DEAD LOAD 16.00 PSF LOADS LOADS LOADS Project No. 20266‐01 A‐3 April 5, 2021 TABLE 1 Seismic Design Parameters Selected Parameters from 2019 CBC, Section 1613 ‐ Earthquake Loads Seismic Design Values Notes/Exceptions Distance to applicable faults classifies the site as a “Near-Fault” site. Section 11.4.1 of ASCE 7 Site Class D* Chapter 20 of ASCE 7 Ss (Risk-Targeted Spectral Acceleration for Short Periods) 1.169g From SEAOC, 2020 S1 (Risk-Targeted Spectral Accelerations for 1-Second Periods) 0.42g From SEAOC, 2020 Fa (per Table 1613.2.3(1)) 1.033 For Simplified Design Procedure of Section 12.14 of ASCE 7, Fa shall be taken as 1.4 (Section 12.14.8.1) Fv (per Table 1613.2.3(2)) 1.880 Value is only applicable per requirements/exceptions per Section 11.4.8 of ASCE 7 SMS for Site Class D [Note: SMS = FaSS] 1.207g - SM1 for Site Class D [Note: SM1 = FvS1] 0.789g Value is only applicable per requirements/exceptions per Section 11.4.8 of ASCE 7 SDS for Site Class D [Note: SDS = (2/3)SMS] 0.804g - SD1 for Site Class D [Note: SD1 = (2/3)SM1] 0.526g Value is only applicable per requirements/exceptions per Section 11.4.8 of ASCE 7 CRS (Mapped Risk Coefficient at 0.2 sec) 0.927 ASCE 7 Chapter 22 CR1 (Mapped Risk Coefficient at 1 sec) 0.931 ASCE 7 Chapter 22 *Since site soils are Site Class D and S1 is greater than or equal to 0.2, the seismic response coefficient Cs is determined by Eq. 12.8-2 for values of T ≤ 1.5Ts and taken equal to 1.5 times the value calculated in accordance with either Eq. 12.8-3 for TL ≥ T > Ts, or Eq. 12.8-4 for T > TL. Refer to ASCE 7-16. PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : One Story Seismic Analysis Based on 2015 IBC / 2016 CBC & ASCE 7-16Determine Base Shear (Derived from ASCE 7 Sec. 12.8) V =MAX{ MIN [ SD1I / (RT) , SDS I / R ] , MAX(0.044SDSI , 0.01) , 0.5S1 I / R } W = MAX{ MIN[ 0.28W , 0.12W ] , 0.04W , 0.00W } ^ = 0.12 W, (SD) (for S1 ≥ 0.6 g only) =0.09 W, (ASD) =10.60 kips Where SDS =0.804 (ASCE 7 Sec 11.4) SD1 =0.562 (ASCE 7 Sec 11.4) S1 =0.42 (ASCE 7 Sec 11.4) R =6.5 (ASCE 7 Tab 12.2-1) I =1 (2015 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1) Ct =0.02 (ASCE 7 Tab 12.8-2) hn =38.0 ft x =0.75 (ASCE 7 Tab 12.8-2) T = Ct (hn)x =0.306 sec, (ASCE 7 Sec 12.8.2.1) Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - 0.50 2.00 0.00 6.00 1,500.0 32.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load The above lateral load 1.00 0.0 Lateral Load = 30.0 #/ft 0.0 0.0 0.0 5.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf 20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load has been increased =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 2.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.50 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 0.0 ft Axial Live Load = Base Above/Below Soilby a factor of lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Earth Pressure Seismic Load lbs = =Added seismic base force 20.5Kae for seismic earth pressure 0.386 0.253Ka for static earth pressure 0.200 g 0.133=Using Mononobe-Okabe / Seed-Whitman procedureDifference: Kae - Ka=Design Kh Stem Weight Seismic Load F lbs=Added seismic base force -29.2/ W Seismic Self-Weight acts left-to-right toward retention side. pp 0.170 gWeight Multiplier Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Design Summary Wall Stability Ratios Overturning = 3.89 OK Sliding = 3.15 OK Total Bearing Load = 849 lbs ...resultant ecc.= 3.26 in Soil Pressure @ Toe = 561 psf OK Soil Pressure @ Heel = 118 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 673 psf ACI Factored @ Heel = 142 psf Footing Shear @ Toe = 1.1 psi OK Footing Shear @ Heel = 0.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 155.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 339.5 150.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OKDesign Height Above Ftg = 0.00ft Wall Material Above "Ht"=Masonry Thickness = 10.00 Rebar Size =# 4 Rebar Spacing =32.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.142 Total Force @ Section = 47.0lbs Moment....Actual = 78.2ft-# Moment.....Allowable = 552.0 Shear.....Actual = 0.8psi Shear.....Allowable = 44.2psi Wall Weight = 98.0 Rebar Depth 'd'= 4.75in Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.= 9.60in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 0.92 1.58 18.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.67 Footing Thickness =in 2.50= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00 pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 673 256 154 102 1.15 75.00 Heel: 142 55 147 92 0.46 75.00 Heel Toe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft Heel Active Pressure = 64.0 0.67 42.7 Soil Over Heel = 41.3 2.13 87.7 ft-#lbs Sloped Soil Over Heel=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 40.0 3.00 120.0 20.5 -29.2 = = 0.46= = = Seismic Earth Load = 1.20 24.6 Stem Weight(s) 2.75 -80.2Seismic Stem Self Wt = 245.0 1.33 326.7 Earth @ Stem Transitions =Footing Weight = 562.6 1.25 703.3 Key Weight = 0.67 Added Lateral Load lbs = 287.1 Vert. Component Total = 848.8 60.0 3.00 180.0 1,117.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 155.3 O.T.M. = Resisting/Overturning Ratio = 3.89 Vertical Loads used for Soil Pressure = 848.8 lbs If seismic is included, the OTM and sliding ratiosbe 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.016 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - 0.50 3.00 0.00 6.00 1,500.0 32.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load The above lateral load 1.00 0.0 Lateral Load = 30.0 #/ft 0.0 0.0 0.0 5.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf 20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load has been increased =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 3.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.50 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 0.0 ft Axial Live Load = Base Above/Below Soilby a factor of lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Earth Pressure Seismic Load lbs = =Added seismic base force 20.5Kae for seismic earth pressure 0.386 0.253Ka for static earth pressure 0.200 g 0.133=Using Mononobe-Okabe / Seed-Whitman procedureDifference: Kae - Ka=Design Kh Stem Weight Seismic Load F lbs=Added seismic base force -40.8/ W Seismic Self-Weight acts left-to-right toward retention side. pp 0.170 gWeight Multiplier Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Design Summary Wall Stability Ratios Overturning = 4.76 OK Sliding = 3.26 OK Total Bearing Load = 1,204 lbs ...resultant ecc.= 3.79 in Soil Pressure @ Toe = 530 psf OK Soil Pressure @ Heel = 158 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 636 psf ACI Factored @ Heel = 189 psf Footing Shear @ Toe = 1.5 psi OK Footing Shear @ Heel = 0.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 193.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 481.5 150.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OKDesign Height Above Ftg = 0.00ft Wall Material Above "Ht"=Masonry Thickness = 10.00 Rebar Size =# 4 Rebar Spacing =32.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.287 Total Force @ Section = 73.6lbs Moment....Actual = 158.2ft-# Moment.....Allowable = 552.0 Shear.....Actual = 1.3psi Shear.....Allowable = 44.5psi Wall Weight = 98.0 Rebar Depth 'd'= 4.75in Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.= 9.60in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 1.33 2.17 18.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.92 Footing Thickness =in 3.50= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00 pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 636 515 392 123 1.48 75.00 Heel: 189 219 392 173 0.44 75.00 Heel Toe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:27 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft Heel Active Pressure = 64.0 0.67 42.7 Soil Over Heel = 73.3 2.83 207.8 ft-#lbs Sloped Soil Over Heel=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 60.0 3.50 210.0 20.5 -40.8 = = 0.67= = = Seismic Earth Load = 1.20 24.6 Stem Weight(s) 3.25 -132.7Seismic Stem Self Wt = 343.0 1.75 600.3 Earth @ Stem Transitions =Footing Weight = 787.5 1.75 1,378.1 Key Weight = 0.92 Added Lateral Load lbs = 459.6 Vert. Component Total = 1,203.8 90.0 3.50 315.0 2,186.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 193.7 O.T.M. = Resisting/Overturning Ratio = 4.76 Vertical Loads used for Soil Pressure = 1,203.8 lbs If seismic is included, the OTM and sliding ratiosbe 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.015 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - 0.50 3.50 0.00 6.00 1,800.0 32.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load The above lateral load 1.00 0.0 Lateral Load = 30.0 #/ft 0.0 0.0 0.0 5.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf 20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load has been increased =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 4.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.50 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 0.0 ft Axial Live Load = Base Above/Below Soilby a factor of lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Earth Pressure Seismic Load lbs = =Added seismic base force 20.5Kae for seismic earth pressure 0.386 0.253Ka for static earth pressure 0.200 g 0.133=Using Mononobe-Okabe / Seed-Whitman procedureDifference: Kae - Ka=Design Kh Stem Weight Seismic Load F lbs=Added seismic base force -37.1/ W Seismic Self-Weight acts left-to-right toward retention side. pp 0.170 gWeight Multiplier Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Design Summary Wall Stability Ratios Overturning = 3.02 OK Sliding = 2.58 OK Total Bearing Load = 1,156 lbs ...resultant ecc.= 6.25 in Soil Pressure @ Toe = 648 psf OK Soil Pressure @ Heel = 29 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 778 psf ACI Factored @ Heel = 34 psf Footing Shear @ Toe = 2.1 psi OK Footing Shear @ Heel = 1.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 237.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 462.6 150.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OKDesign Height Above Ftg = 0.00ft Wall Material Above "Ht"=Masonry Thickness = 8.00 Rebar Size =# 4 Rebar Spacing =32.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.717 Total Force @ Section = 121.0lbs Moment....Actual = 310.0ft-# Moment.....Allowable = 432.2 Shear.....Actual = 2.7psi Shear.....Allowable = 44.6psi Wall Weight = 78.0 Rebar Depth 'd'= 3.75in Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.= 7.60in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 1.38 2.04 18.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 1.33 Footing Thickness =in 3.42= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00 pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 778 641 395 246 2.14 75.00 Heel: 34 127 395 268 1.12 75.00 Heel Toe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft Heel Active Pressure = 64.0 0.67 42.7 Soil Over Heel = 75.6 2.73 206.4 ft-#lbs Sloped Soil Over Heel=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 70.0 3.75 262.5 20.5 -37.1 = = 0.69= = = Seismic Earth Load = 1.20 24.6 Stem Weight(s) 3.50 -129.9Seismic Stem Self Wt = 312.0 1.71 533.0 Earth @ Stem Transitions =Footing Weight = 768.8 1.71 1,313.3 Key Weight = 1.33 Added Lateral Load lbs = 679.8 Vert. Component Total = 1,156.4 120.0 4.00 480.0 2,052.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 237.4 O.T.M. = Resisting/Overturning Ratio = 3.02 Vertical Loads used for Soil Pressure = 1,156.4 lbs If seismic is included, the OTM and sliding ratiosbe 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.021 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - 0.50 4.00 0.00 6.00 1,500.0 32.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load The above lateral load 1.00 0.0 Lateral Load = 30.0 #/ft 0.0 0.0 0.0 5.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf 20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load has been increased =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 4.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.50 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning == 0.0 ft Axial Live Load = Base Above/Below Soilby a factor of lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Earth Pressure Seismic Load lbs = =Added seismic base force 20.5Kae for seismic earth pressure 0.386 0.253Ka for static earth pressure 0.200 g 0.133=Using Mononobe-Okabe / Seed-Whitman procedureDifference: Kae - Ka=Design Kh Stem Weight Seismic Load F lbs=Added seismic base force -52.5/ W Seismic Self-Weight acts left-to-right toward retention side. pp 0.170 gWeight Multiplier Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Design Summary Wall Stability Ratios Overturning = 3.42 OK Sliding = 2.85 OK Total Bearing Load = 1,276 lbs ...resultant ecc.= 5.27 in Soil Pressure @ Toe = 662 psf OK Soil Pressure @ Heel = 86 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 794 psf ACI Factored @ Heel = 103 psf Footing Shear @ Toe = 2.3 psi OK Footing Shear @ Heel = 0.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 232.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 510.5 150.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OKDesign Height Above Ftg = 0.00ft Wall Material Above "Ht"=Masonry Thickness = 10.00 Rebar Size =# 4 Rebar Spacing =32.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.480 Total Force @ Section = 100.3lbs Moment....Actual = 264.9ft-# Moment.....Allowable = 552.0 Shear.....Actual = 1.8psi Shear.....Allowable = 44.7psi Wall Weight = 98.0 Rebar Depth 'd'= 4.75in Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.= 9.60in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 1.38 2.04 18.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 1.33 Footing Thickness =in 3.42= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00 pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 794 663 337 326 2.35 75.00 Heel: 103 134 330 195 0.72 75.00 Heel Toe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:28 SEP 2021 Description.... This Wall in File: c:\users\xan\documents\van elden\structural forms\landscape\twenty oaks\calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft Heel Active Pressure = 64.0 0.67 42.7 Soil Over Heel = 66.5 2.81 186.9 ft-#lbs Sloped Soil Over Heel=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 80.0 4.00 320.0 20.5 -52.5 = = 0.69= = = Seismic Earth Load = 1.20 24.6 Stem Weight(s) 3.75 -196.8Seismic Stem Self Wt = 441.0 1.79 790.1 Earth @ Stem Transitions =Footing Weight = 768.8 1.71 1,313.3 Key Weight = 1.33 Added Lateral Load lbs = 670.5 Vert. Component Total = 1,276.2 120.0 4.00 480.0 2,290.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 232.0 O.T.M. = Resisting/Overturning Ratio = 3.42 Vertical Loads used for Soil Pressure = 1,276.2 lbs If seismic is included, the OTM and sliding ratiosbe 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.024 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:30 SEP 2021 Description.... This Wall in File: c:\Users\xan\Documents\van Elden\Structural Forms\Landscape\Twenty Oaks\Calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - 3.00 0.50 0.00 6.00 1,500.0 32.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load The above lateral load 1.00 0.0 Lateral Load = 25.0 #/ft 0.0 0.0 0.0 5.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf 20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load has been increased =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 3.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.50 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning == 0.0 ft Axial Live Load = Base Above/Below Soilby a factor of lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Earth Pressure Seismic Load lbs = =Added seismic base force 103.8Kae for seismic earth pressure 0.386 0.253Ka for static earth pressure 0.200 g 0.133=Using Mononobe-Okabe / Seed-Whitman procedureDifference: Kae - Ka=Design Kh Stem Weight Seismic Load F lbs=Added seismic base force -40.8/ W Seismic Self-Weight acts left-to-right toward retention side. pp 0.170 gWeight Multiplier Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:30 SEP 2021 Description.... This Wall in File: c:\Users\xan\Documents\van Elden\Structural Forms\Landscape\Twenty Oaks\Calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Design Summary Wall Stability Ratios Overturning = 2.57 OK Sliding = 1.51 OK Total Bearing Load = 1,403 lbs ...resultant ecc.= 5.30 in Soil Pressure @ Toe = 881 psf OK Soil Pressure @ Heel = 55 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,057 psf ACI Factored @ Heel = 66 psf Footing Shear @ Toe = 3.1 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 472.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 561.2 150.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OKDesign Height Above Ftg = 0.00ft Wall Material Above "Ht"=Masonry Thickness = 10.00 Rebar Size =# 5 Rebar Spacing =16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.163 Total Force @ Section = 193.5lbs Moment....Actual = 266.7ft-# Moment.....Allowable = 1,632.0 Shear.....Actual = 3.4psi Shear.....Allowable = 44.5psi Wall Weight = 98.0 Rebar Depth 'd'= 4.75in Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.= 9.60in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2013,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 1.00 2.00 18.00 0.00 0.00 =Min. As % 0.0018 Footing Dimensions & Strengths f'c = 2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 1.00 Footing Thickness =in 3.00= ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Total Footing Width = 150.00 pcfFooting Concrete Density Fy = 60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 1,057 473 294 179 3.07 75.00 Heel: 66 132 615 483 2.56 75.00 Heel Toe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :Avelina Page: ______ Job #:Dsgnr:Date:30 SEP 2021 Description.... This Wall in File: c:\Users\xan\Documents\van Elden\Structural Forms\Landscape\Twenty Oaks\Calcs\sea RetainPro 10 (c) 1987-2014, Build 10.14.11.11 Cantilevered Retaining Wall Design Code: CBC 2013,ACI 318-11,ACI 530-11License : KW-06060968License To : - Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft Heel Active Pressure = 324.0 1.50 486.0 Soil Over Heel = 385.0 2.42 930.4 ft-#lbs Sloped Soil Over Heel=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 10.0 4.75 47.5 103.8 -40.8 = = 0.50= = = Seismic Earth Load = 2.70 280.3 Stem Weight(s) 3.25 -132.7Seismic Stem Self Wt = 343.0 1.42 485.9 Earth @ Stem Transitions =Footing Weight = 675.0 1.50 1,012.5 Key Weight = 1.00 Added Lateral Load lbs = 943.6 Vert. Component Total = 1,403.0 75.0 3.50 262.5 2,428.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total =R.M. = 472.0 O.T.M. = Resisting/Overturning Ratio = 2.57 Vertical Loads used for Soil Pressure = 1,403.0 lbs If seismic is included, the OTM and sliding ratiosbe 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.029 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: .Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Analysis Settings psi E - Rebar =29,000.0 ksi Tie Bar Size Tie Bar Spacing =8.0 in Column Data =Column width along X-X =23.625 in 23.625 in Column depth along Y-Y Longitudinal Bar Size =5.0# =Bars per side at +Y & -Y 3 =Bars per side at +X & -X 3 inCover from ties =3.50 inActual Edge to Bar Center 4.1875= 3#=psi 32000= 60000= 1,500.0 Fs - Allowable = Fy - Yield Grade 60Rebar Grade 130.0 =900.0 Analysis Method pcf Overall Column Height =Top Pinned, Bottom FixedEm = f'm * Construction Type =3.0 ft= 32.0 Solid Grouted Hollow Concrete Masonry = Column Density = End Fixity Condition psiF'm Fr - Rupture psi =Working Stress Design Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 3.0 ft, K = 2.1 Unbraced Length for X-X Axis buckling = 3.0 ft, K = 2.1Brace condition for deflection (buckling) along columns : Load Combination =IBC 2012 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 1,511.63 lbs * Dead Load Factor AXIAL LOADS . . . Point Load Conservative: Axial Load at 3.0 ft, D = 0.250, LR = 0.250 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.250, E = 0.750 k/ft .DESIGN SUMMARY Axial - Applied Axial - Allowable Moment - Applied Moment - Allowable ( ACI 530-11, Sec 3.3.4.( ACI 530-11, Sec 3.3.4. ( ACI 530-11, Sec 3.4.4. Overall Height / Min Dim <= 25 ( ACI 530-11, Sec 3.4.4. PASS Maximum SERVICE Load Reactions . . Top along X-X 0.844 k Bottom along X-X 1.406 k Maximum SERVICE Load Deflections . . . 0.012 Load Combination : 1 Along x-x Location of max.above base 0.000 +1.245D+0.70E+H in at 1.752 ft above base for load combination :E Only At maximum location values are . . . 0.000 ft Bending & Shear Check Results Maximum Bending Stress Ratio = k-ft Reinforcing Area Check Pa = (0.25 f'm An + 0.65 Ast Fs) * [1-(h/(140*r))^2]As : Actual Reinforcement 2.480 Compressive Strength 1.395 Min. Width/Depth >= 8" Min. Tie Dia. = 1/4", # 3 bar provided Max Tie Spacing = 10.00 in, Provided = 8.00 in PASS Dimensional Checks PASS Check Column Ties ( ACI 530-11, Sec 2.1.6. 22.326 258.331 kPASS Min: 0.0025 * An Max: 0.04 * An k k-ft 2.193 178.109 -0.591 47.941 k .Load Combination Results Load Combination Maximum Moments Stress Ratio Location Actual AllowStatusActualAllow Maximum Bending Stress Ratios Maximum Axial Load +D+H PASS 258.3240.0 1.762 0.0 k-ftkk k-ftft0.006796 21.635 +D+L+H PASS 258.3240.0 1.762 0.0 k-ftkk k-ftft0.006796 21.635 +D+Lr+H PASS 258.3240.0 2.012 0.0 k-ftkk k-ftft0.007760 21.635 +D+S+H PASS 258.3240.0 1.762 0.0 k-ftkk k-ftft0.006796 21.635 +D+0.750Lr+0.750L+H PASS 258.3240.0 1.949 0.0 k-ftkk k-ftft0.007519 21.635 +D+0.750L+0.750S+H PASS 258.3240.0 1.762 0.0 k-ftkk k-ftft0.006796 21.635 +D+0.60W+H PASS 251.0230.0 1.762 0.1687 k-ftkk k-ftft0.007018 23.952 +D-0.60W+H PASS 251.0230.0 1.762 0.1687 k-ftkk k-ftft0.007018 23.952 +1.245D+0.70E+H PASS 178.1090.0 2.193 0.5906 k-ftkk k-ftft0.01231 47.941 Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: Load Combination Results Load Combination Maximum Moments Stress Ratio Location Actual AllowStatusActualAllow Maximum Bending Stress Ratios Maximum Axial Load +1.245D-0.70E+H PASS 178.1090.0 2.193 0.5906 k-ftkk k-ftft0.01231 47.941 +D+0.750Lr+0.750L+0.450W+H PASS 258.3240.0 1.949 0.1266 k-ftkk k-ftft0.007535 21.635 +D+0.750Lr+0.750L-0.450W+H PASS 258.3240.0 1.949 0.1266 k-ftkk k-ftft0.007535 21.635 +D+0.750L+0.750S+0.450W+H PASS 258.3240.0 1.762 0.1266 k-ftkk k-ftft0.006813 21.635 +D+0.750L+0.750S-0.450W+H PASS 258.3240.0 1.762 0.1266 k-ftkk k-ftft0.006813 21.635 +1.184D+0.750L+0.750S+0.5250E+H PASS 196.8750.0 2.085 0.4430 k-ftkk k-ftft0.01059 41.754 +1.184D+0.750L+0.750S-0.5250E+H PASS 196.8750.0 2.085 0.4430 k-ftkk k-ftft0.01059 41.754 +0.60D+0.60W+0.60H PASS 218.0270.0 1.057 0.1687 k-ftkk k-ftft0.004848 34.793 +0.60D-0.60W+0.60H PASS 218.0270.0 1.057 0.1687 k-ftkk k-ftft0.004848 34.793 +0.3550D+0.70E+0.60H PASS 57.9910.0 0.6254 0.5906 k-ftkk k-ftft0.01079 54.729 +0.3550D-0.70E+0.60H PASS 57.9910.0 0.6254 0.5906 k-ftkk k-ftft0.01079 54.729 .Note: Only non-zero reactions are listed. Load Combination Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base Maximum Reactions +D+H k 1.762 kk +D+L+H k 1.762 kk +D+Lr+H k 2.012 kk +D+S+H k 1.762 kk +D+0.750Lr+0.750L+H k 1.949 kk +D+0.750L+0.750S+H k 1.762 kk +D+0.60W+H 0.281 0.169 k 1.762 kk +D+0.70E+H 0.984 0.591 k 1.762 kk +D+0.750Lr+0.750L+0.450W+H 0.211 0.127 k 1.949 kk +D+0.750L+0.750S+0.450W+H 0.211 0.127 k 1.762 kk +D+0.750L+0.750S+0.5250E+H 0.738 0.443 k 1.762 kk +0.60D+0.60W+0.60H 0.281 0.169 k 1.057 kk +0.60D+0.70E+0.60H 0.984 0.591 k 1.057 kk D Only k 1.762 kk Lr Only k 0.250 kk L Only k kk S Only k kk W Only 0.469 0.281 k kk E Only 1.406 0.844 k kk H Only k kk .Maximum Deflections for Load Combinations Max. Y-Y DeflectionLoad Combination Distance +D+H 0.0000 ftin 0.000 +D+L+H 0.0000 ftin 0.000 +D+Lr+H 0.0000 ftin 0.000 +D+S+H 0.0000 ftin 0.000 +D+0.750Lr+0.750L+H 0.0000 ftin 0.000 +D+0.750L+0.750S+H 0.0000 ftin 0.000 +D+0.60W+H 0.0000 ftin 0.000 +D+0.70E+H 0.0000 ftin 1.752 +D+0.750Lr+0.750L+0.450W+H 0.0000 ftin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 ftin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 ftin 0.000 +0.60D+0.60W+0.60H 0.0000 ftin 0.000 +0.60D+0.70E+0.60H 0.0000 ftin 1.752 D Only 0.0000 ftin 0.000 Lr Only 0.0000 ftin 0.000 L Only 0.0000 ftin 0.000 S Only 0.0000 ftin 0.000 W Only 0.0000 ftin 0.000 E Only 0.0000 ftin 1.752 Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 3ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 11:06AM Project Descr: Maximum Deflections for Load Combinations Max. Y-Y DeflectionLoad Combination Distance H Only 0.0000 ftin 0.000 ..Cross Section Bar Spac = 7.625 in Bar Spac = 7.625 in23.625 in23.625 in 3.50 in Y XX Bar Size = # 5.0 Interaction Diagram 6.4 12.8 19.2 25.6 32.0 38.3 44.7 51.1 57.5 63.9 Allowable Moment (k-ft) Masonry Column P-M Interaction Diagram 17.9 35.7 53.6 71.5 89.3 107.2 125.0 142.9 160.8 178.6 Allowable Axial (k)Pa - Allowable = 178.64 Mmax w/ Pu = 0 = 23.18 No Rebar Tension Balanced Pb, Mb = (113.42, 60.87) Compression Zone Tension Zone Min. Ecc = 0.10 * Depth Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: .Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Analysis Settings psi E - Rebar =29,000.0 ksi Tie Bar Size Tie Bar Spacing =8.0 in Column Data =Column width along X-X =23.625 in 23.625 in Column depth along Y-Y Longitudinal Bar Size =7.0# =Bars per side at +Y & -Y 3 =Bars per side at +X & -X 3 inCover from ties =3.50 inActual Edge to Bar Center 4.3125= 3#=psi 32,000.0= 60000= 1,500.0 Fs - Allowable = Fy - Yield Grade 60Rebar Grade 130.0 =900.0 Analysis Method pcf Overall Column Height =Top Pinned, Bottom FixedEm = f'm * Construction Type =8.50 ft= 32.0 Solid Grouted Hollow Concrete Masonry = Column Density = End Fixity Condition psiF'm Fr - Rupture psi =Working Stress Design Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.50 ft, K = 2.1 Unbraced Length for X-X Axis buckling = 8.50 ft, K = 2.1Brace condition for deflection (buckling) along columns : Load Combination =IBC 2012 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 4,282.95 lbs * Dead Load Factor AXIAL LOADS . . . Point Load Conservative: Axial Load at 8.50 ft, D = 0.250, LR = 0.250 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.250, E = 0.750 k/ft .DESIGN SUMMARY Axial - Applied Axial - Allowable Moment - Applied Moment - Allowable ( ACI 530-11, Sec 3.3.4.( ACI 530-11, Sec 3.3.4. ( ACI 530-11, Sec 3.4.4. Overall Height / Min Dim <= 25 ( ACI 530-11, Sec 3.4.4. PASS Maximum SERVICE Load Reactions . . Top along X-X 2.391 k Bottom along X-X 3.984 k Maximum SERVICE Load Deflections . . . 0.090 Load Combination : 1 Along x-x Location of max.above base 0.001 +0.3550D+0.70E+0.60H in at 4.963 ft above base for load combination :E Only At maximum location values are . . . 0.000 ft Bending & Shear Check Results Maximum Bending Stress Ratio = k-ft Reinforcing Area Check Pa = (0.25 f'm An + 0.65 Ast Fs) * [1-(h/(140*r))^2]As : Actual Reinforcement 4.800 Compressive Strength 1.395 Min. Width/Depth >= 8" Min. Tie Dia. = 1/4", # 3 bar provided Max Tie Spacing = 14.00 in, Provided = 8.00 in PASS Dimensional Checks PASS Check Column Ties ( ACI 530-11, Sec 2.1.6. 22.326 291.909 kPASS Min: 0.0025 * An Max: 0.04 * An k k-ft 1.609 17.825 -4.741 52.420 k .Load Combination Results Load Combination Maximum Moments Stress Ratio Location Actual AllowStatusActualAllow Maximum Bending Stress Ratios Maximum Axial Load +D+H PASS 291.8920.05705 4.533 0.0 k-ftkk k-ftft0.01548 24.446 +D+L+H PASS 291.8920.05705 4.533 0.0 k-ftkk k-ftft0.01548 24.446 +D+Lr+H PASS 291.8920.0 4.783 0.0 k-ftkk k-ftft0.01633 24.446 +D+S+H PASS 291.8920.05705 4.533 0.0 k-ftkk k-ftft0.01548 24.446 +D+0.750Lr+0.750L+H PASS 291.8920.0 4.720 0.0 k-ftkk k-ftft0.01612 24.446 +D+0.750L+0.750S+H PASS 291.8920.05705 4.533 0.0 k-ftkk k-ftft0.01548 24.446 +D+0.60W+H PASS 191.8160.0 4.533 1.355 k-ftkk k-ftft0.02363 57.305 +D-0.60W+H PASS 191.8160.0 4.533 1.355 k-ftkk k-ftft0.02363 57.305 +1.245D+0.70E+H PASS 81.8040.0 5.644 4.741 k-ftkk k-ftft0.06899 68.716 Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: Load Combination Results Load Combination Maximum Moments Stress Ratio Location Actual AllowStatusActualAllow Maximum Bending Stress Ratios Maximum Axial Load +1.245D-0.70E+H PASS 81.8040.0 5.644 4.741 k-ftkk k-ftft0.06899 68.716 +D+0.750Lr+0.750L+0.450W+H PASS 221.3290.0 4.720 1.016 k-ftkk k-ftft0.02133 47.586 +D+0.750Lr+0.750L-0.450W+H PASS 221.3290.0 4.720 1.016 k-ftkk k-ftft0.02133 47.586 +D+0.750L+0.750S+0.450W+H PASS 217.7680.0 4.533 1.016 k-ftkk k-ftft0.02082 48.726 +D+0.750L+0.750S-0.450W+H PASS 217.7680.0 4.533 1.016 k-ftkk k-ftft0.02082 48.726 +1.184D+0.750L+0.750S+0.5250E+H PASS 105.6320.0 5.366 3.556 k-ftkk k-ftft0.05081 69.937 +1.184D+0.750L+0.750S-0.5250E+H PASS 105.6320.0 5.366 3.556 k-ftkk k-ftft0.05081 69.937 +0.60D+0.60W+0.60H PASS 138.7190.0 2.720 1.355 k-ftkk k-ftft0.01961 69.071 +0.60D-0.60W+0.60H PASS 138.7190.0 2.720 1.355 k-ftkk k-ftft0.01961 69.071 +0.3550D+0.70E+0.60H PASS 17.8250.0 1.609 4.741 k-ftkk k-ftft0.09043 52.420 +0.3550D-0.70E+0.60H PASS 17.8250.0 1.609 4.741 k-ftkk k-ftft0.09043 52.420 .Note: Only non-zero reactions are listed. Load Combination Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base Maximum Reactions +D+H k 4.533 kk +D+L+H k 4.533 kk +D+Lr+H k 4.783 kk +D+S+H k 4.533 kk +D+0.750Lr+0.750L+H k 4.720 kk +D+0.750L+0.750S+H k 4.533 kk +D+0.60W+H 0.797 0.478 k 4.533 kk +D+0.70E+H 2.789 1.673 k 4.533 kk +D+0.750Lr+0.750L+0.450W+H 0.598 0.359 k 4.720 kk +D+0.750L+0.750S+0.450W+H 0.598 0.359 k 4.533 kk +D+0.750L+0.750S+0.5250E+H 2.092 1.255 k 4.533 kk +0.60D+0.60W+0.60H 0.797 0.478 k 2.720 kk +0.60D+0.70E+0.60H 2.789 1.673 k 2.720 kk D Only k 4.533 kk Lr Only k 0.250 kk L Only k kk S Only k kk W Only 1.328 0.797 k kk E Only 3.984 2.391 k kk H Only k kk .Maximum Deflections for Load Combinations Max. Y-Y DeflectionLoad Combination Distance +D+H 0.0000 ftin 0.000 +D+L+H 0.0000 ftin 0.000 +D+Lr+H 0.0000 ftin 0.000 +D+S+H 0.0000 ftin 0.000 +D+0.750Lr+0.750L+H 0.0000 ftin 0.000 +D+0.750L+0.750S+H 0.0000 ftin 0.000 +D+0.60W+H 0.0002 ftin 4.963 +D+0.70E+H 0.0007 ftin 4.963 +D+0.750Lr+0.750L+0.450W+H 0.0002 ftin 4.963 +D+0.750L+0.750S+0.450W+H 0.0002 ftin 4.963 +D+0.750L+0.750S+0.5250E+H 0.0005 ftin 4.963 +0.60D+0.60W+0.60H 0.0002 ftin 4.963 +0.60D+0.70E+0.60H 0.0007 ftin 4.963 D Only 0.0000 ftin 0.000 Lr Only 0.0000 ftin 0.000 L Only 0.0000 ftin 0.000 S Only 0.0000 ftin 0.000 W Only 0.0003 ftin 4.963 E Only 0.0010 ftin 4.963 Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: Masonry Column ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Avelina - 8.5ft max pedestal Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 23 SEP 2021, 4:06PM Project Descr: Maximum Deflections for Load Combinations Max. Y-Y DeflectionLoad Combination Distance H Only 0.0000 ftin 0.000 ..Cross Section Bar Spac = 7.50 in Bar Spac = 7.50 in23.625 in23.625 in 3.50 in Y XX Bar Size = # 7.0 Interaction Diagram 7.4 14.7 22.1 29.4 36.8 44.1 51.5 58.8 66.2 73.5 Allowable Moment (k-ft) Masonry Column P-M Interaction Diagram 21.4 42.7 64.1 85.5 106.8 128.2 149.6 170.9 192.3 213.7 Allowable Axial (k)Pa - Allowable = 213.68 Mmax w/ Pu = 0 = 41.01 No Rebar Tension Balanced Pb, Mb = (113.99, 70.01) Compression Zone Tension Zone Min. Ecc = 0.10 * Depth General Footing ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :9ft High Pilaster Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 30 SEP 2021, 10:54AM Project Descr: Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values 1.50 Analysis Settings 100.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 2.50 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension :Add Pedestal Wt for Soil Pressure Yes Use Pedestal wt for stability, mom & shear Yes: Allowable pressure increase per foot of depth=ksf when maximum length or width is greater than=ft: = Add Ftg Wt for Soil Pressure Yes YesUse ftg wt for stability, moments & shears : when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allowable pressure increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"7'-0" 3'-6" 2'-0"7'-0"3'-6"2'-0"Z Z X X 10 - # 7 Bars 3"X-X Section Looking to +Z 10 - # 7 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 7.0 ft Length parallel to Z-Z Axis = 7.0 ft =Pedestal dimensions... px : parallel to X-X Axis 24.0 in pz : parallel to Z-Z Axis 24.0 in Height == 78.0 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 7 Number of Bars = 10.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =7 Number of Bars =10.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 5.0 0.0 1.50 4.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k 2.0 M-xx = k-ft= k-ft 5.0 2.0 5.0 H = General Footing ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :9ft High Pilaster Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 30 SEP 2021, 10:54AM Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.3909 Soil Bearing 0.5863 ksf 1.50 ksf +D+0.70E+H about Z-Z axis PASS 16.588 Overturning - X-X 3.50 k-ft 58.058 k-ft +0.60D+0.70E+0.60H PASS 16.588 Overturning - Z-Z 3.50 k-ft 58.058 k-ft +0.60D+0.70E+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01471 Z Flexure (+X)1.134 k-ft 77.110 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.01015 Z Flexure (-X)0.7827 k-ft 77.110 k-ft +1.40D+1.60H PASS 0.01471 X Flexure (+Z)1.134 k-ft 77.110 k-ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.01015 X Flexure (-Z)0.7827 k-ft 77.110 k-ft +1.40D+1.60H PASS 0.01098 1-way Shear (+X)0.8234 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.01098 1-way Shear (-X)0.8234 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.01389 1-way Shear (+Z)1.042 psi 75.0 psi +1.20D+0.50L+0.20S+E+1.60H PASS 0.009280 1-way Shear (-Z)0.6960 psi 75.0 psi +1.40D+1.60H PASS 0.01833 2-way Punching 2.749 psi 150.0 psi +1.20D+0.50L+0.20S+E+1.60H Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, +D+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+L+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+Lr+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+S+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a0.4690 0.4690 n/a 0.3130.0n/a X-X, +D+0.60W+H 1.50 n/a0.4667 0.5080 n/a 0.3390.6030n/a X-X, +D+0.70E+H 1.50 n/a0.4659 0.5863 n/a 0.3911.629n/a X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a0.4673 0.4982 n/a 0.3320.4566n/a X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a0.4673 0.4982 n/a 0.3320.4566n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a0.4667 0.5570 n/a 0.3711.256n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a0.2791 0.3204 n/a 0.2140.9804n/a X-X, +0.60D+0.70E+0.60H 1.50 n/a0.2783 0.3987 n/a 0.2662.532n/a Z-Z, +D+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+L+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+Lr+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+S+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 0.4690n/a n/a 0.4690 0.313n/a0.0 Z-Z, +D+0.60W+H 1.50 0.4667n/a n/a 0.5080 0.339n/a0.6030 Z-Z, +D+0.70E+H 1.50 0.4659n/a n/a 0.5863 0.391n/a1.629 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.4673n/a n/a 0.4982 0.332n/a0.4566 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.4673n/a n/a 0.4982 0.332n/a0.4566 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.4667n/a n/a 0.5570 0.371n/a1.256 Z-Z, +0.60D+0.60W+0.60H 1.50 0.2791n/a n/a 0.3204 0.214n/a0.9804 Z-Z, +0.60D+0.70E+0.60H 1.50 0.2783n/a n/a 0.3987 0.266n/a2.532 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OK X-X, +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H 1.20 k-ft 83.580 k-ft 69.650 OK X-X, +D+0.70E+H 3.50 k-ft 90.230 k-ft 25.780 OK X-X, +D+0.750Lr+0.750L+0.450W+H 0.90 k-ft 82.793 k-ft 91.992 OK X-X, +D+0.750L+0.750S+0.450W+H 0.90 k-ft 82.793 k-ft 91.992 OK General Footing ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :9ft High Pilaster Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 30 SEP 2021, 10:54AM Project Descr: Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+0.750L+0.750S+0.5250E+H 2.625 k-ft 87.780 k-ft 33.440 OK X-X, +0.60D+0.60W+0.60H 1.20 k-ft 51.408 k-ft 42.840 OK X-X, +0.60D+0.70E+0.60H 3.50 k-ft 58.058 k-ft 16.588 OK Z-Z, +D+H None 0.0 k-ft Infinity OK Z-Z, +D+L+H None 0.0 k-ft Infinity OK Z-Z, +D+Lr+H None 0.0 k-ft Infinity OK Z-Z, +D+S+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK Z-Z, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z, +D+0.60W+H 1.20 k-ft 83.580 k-ft 69.650 OK Z-Z, +D+0.70E+H 3.50 k-ft 90.230 k-ft 25.780 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 0.90 k-ft 82.793 k-ft 91.992 OK Z-Z, +D+0.750L+0.750S+0.450W+H 0.90 k-ft 82.793 k-ft 91.992 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 2.625 k-ft 87.780 k-ft 33.440 OK Z-Z, +0.60D+0.60W+0.60H 1.20 k-ft 51.408 k-ft 42.840 OK Z-Z, +0.60D+0.70E+0.60H 3.50 k-ft 58.058 k-ft 16.588 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension @ k-ft Which Actual As StatusMu Side ?Bot or Top ? Gvrn. As Phi*Mn X-X, +1.40D+1.60H 0.7827 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.40D+1.60H 0.7827 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.6709 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.6709 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.6709 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.6709 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.6709 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60Lr+0.50L+1.60H 0.6709 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.7603 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.6771 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.6709 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.6709 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.7603 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.6771 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.8498 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50Lr+0.50L+W+1.60H 0.6833 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.8498 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+0.50S+W+1.60H 0.6833 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 1.134 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +1.20D+0.50L+0.20S+E+1.60H 0.7178 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +0.90D+W+0.90H 0.6821 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +0.90D+W+0.90H 0.5155 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +0.90D+E+0.90H 0.9663 +Z Bottom 0.5184 Min Temp %0.8571 77.110 OK X-X, +0.90D+E+0.90H 0.550 -Z Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.40D+1.60H 0.7827 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.40D+1.60H 0.7827 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.6709 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.6709 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.6709 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.6709 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.6709 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60Lr+0.50L+1.60H 0.6709 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.6771 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.7603 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.6709 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.6709 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.6771 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.7603 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK General Footing ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :9ft High Pilaster Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 30 SEP 2021, 10:54AM Project Descr: Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.6833 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK General Footing ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :9ft High Pilaster Footing Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 30 SEP 2021, 10:54AM Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension @ k-ft Which Actual As StatusMu Side ?Bot or Top ? Gvrn. As Phi*Mn Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.8498 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.6833 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+0.50S+W+1.60H 0.8498 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 0.7178 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +1.20D+0.50L+0.20S+E+1.60H 1.134 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +0.90D+W+0.90H 0.5155 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +0.90D+W+0.90H 0.6821 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +0.90D+E+0.90H 0.550 -X Bottom 0.5184 Min Temp %0.8571 77.110 OK Z-Z, +0.90D+E+0.90H 0.9663 +X Bottom 0.5184 Min Temp %0.8571 77.110 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.696 0.696 0.696 0.696 0.696 75 0.00928psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 0.5966 0.5966 0.5966 0.5966 0.5966 75 0.007955psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 0.5966 0.5966 0.5966 0.5966 0.5966 75 0.007955psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50L+1.60H 0.5966 0.5966 0.5966 0.5966 0.5966 75 0.007955psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 0.6391 0.6391 0.5954 0.6828 0.6828 75 0.009105psipsipsipsipsipsi OK +1.20D+0.50L+1.60S+1.60H 0.5966 0.5966 0.5966 0.5966 0.5966 75 0.007955psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 0.6391 0.6391 0.5954 0.6828 0.6828 75 0.009105psipsipsipsipsipsi OK +1.20D+0.50Lr+0.50L+W+1.60H 0.6816 0.6816 0.5942 0.7691 0.7691 75 0.01026psipsipsipsipsipsi OK +1.20D+0.50L+0.50S+W+1.60H 0.6816 0.6816 0.5942 0.7691 0.7691 75 0.01026psipsipsipsipsipsi OK +1.20D+0.50L+0.20S+E+1.60H 0.8234 0.8234 0.6047 1.042 1.042 75 0.01389psipsipsipsipsipsi OK +0.90D+W+0.90H 0.5325 0.5325 0.445 0.6199 0.6199 75 0.008266psipsipsipsipsipsi OK +0.90D+E+0.90H 0.6742 0.6742 0.4555 0.8929 0.8929 75 0.01191psipsipsipsipsipsi OK Vu / Phi*Vn Punching Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 2.324 150 0.0155 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 1.992 150 0.01328 OKpsipsi +1.20D+1.60L+0.50S+1.60H 1.992 150 0.01328 OKpsipsi +1.20D+1.60Lr+0.50L+1.60H 1.992 150 0.01328 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 2.134 150 0.01423 OKpsipsi +1.20D+0.50L+1.60S+1.60H 1.992 150 0.01328 OKpsipsi +1.20D+1.60S+0.50W+1.60H 2.134 150 0.01423 OKpsipsi +1.20D+0.50Lr+0.50L+W+1.60H 2.276 150 0.01517 OKpsipsi +1.20D+0.50L+0.50S+W+1.60H 2.276 150 0.01517 OKpsipsi +1.20D+0.50L+0.20S+E+1.60H 2.749 150 0.01833 OKpsipsi +0.90D+W+0.90H 1.778 150 0.01185 OKpsipsi +0.90D+E+0.90H 2.251 150 0.01501 OKpsipsi Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Shadetree PA 4 - Arbor Pole Footing (10ft Max Height) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 JAN 2020, 11:01AM Project Descr: Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Circular 2'-3"10'-0"Footing Diameter = 1'-6" Soil Surface No lateral restraint Point Load 18.0 200.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Footing Diameter . . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60W+HGoverning Load Combination : Lateral Load 0.0360 Moment 0.360 k-ft Minimum Required Depth 2.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 147.553 psf Allowable 149.066 psf Controlling Values ft^2Footing Base Area 1.767 Maximum Soil Pressure 0.1132 ksf k k k 0.10 k 0.10 k Applied Loads k Lateral Concentrated Load D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.060 10.0 k k k k k k k ft Lateral Distributed Load TOP of Load above ground surface BOTTOM of Load above ground surface 10.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.0 0.000 0.000+D+H 0.13 1.000 0.0 0.0 0.000 0.000+D+L+H 0.13 1.000 0.0 0.0 0.000 0.000+D+Lr+H 0.13 1.000 0.0 0.0 0.000 0.000+D+S+H 0.13 1.000 0.0 0.0 0.000 0.000+D+0.750Lr+0.750L+H 0.13 1.000 0.0 0.0 0.000 0.000+D+0.750L+0.750S+H 0.13 1.000 0.0 147.6 0.036 0.360+D+0.60W+H 2.25 1.000 149.1 0.0 0.000 0.000+D+0.70E+H 0.13 1.000 0.0 133.9 0.027 0.270+D+0.750Lr+0.750L+0.450W+H 2.13 1.000 134.4 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Shadetree PA 4 - Arbor Pole Footing (10ft Max Height) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 JAN 2020, 11:01AM Project Descr: 133.9 0.027 0.270+D+0.750L+0.750S+0.450W+H 2.13 1.000 134.4 0.0 0.000 0.000+D+0.750L+0.750S+0.5250E+H 0.13 1.000 0.0 147.6 0.036 0.360+0.60D+0.60W+0.60H 2.25 1.000 149.1 0.0 0.000 0.000+0.60D+0.70E+0.60H 0.13 1.000 0.0 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :PA 4 - Arbor Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 18 NOV 2019, 12:37PM Project Descr: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir - Larch No.1 1000 1000 1500 625 1700 620 180 675 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 8x8 Span = 13.50 ft Lr(0.1) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : Lr = 0.10 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.349: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 6.750 ft 18.42 psi= = FB : Allowable 1,250.00 psi Fv : Allowable 8x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 8x8 fb : Actual Maximum Shear Stress Ratio 0.082 : 1 0.000 ft= = 436.19 psi fv : Actual Maximum Deflection 0 <360 861 Ratio =0 <180 Max Downward Transient Deflection 0.168 in 966Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.188 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.00 0.00 1.00 Length = 13.451 ft 1 0.053 0.012 0.90 1.000 1.00 1.00 1.00 0.28 47.39 900.00 0.08 162.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.001 0.012 0.90 1.000 1.00 1.00 1.00 0.00 0.69 900.00 0.08 162.00 1.00 2.00 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.047 0.011 1.00 1.000 1.00 1.00 1.00 0.28 47.39 1000.00 0.08 180.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.001 0.011 1.00 1.000 1.00 1.00 1.00 0.00 0.69 1000.00 0.08 180.00 1.00 2.00 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.349 0.082 1.25 1.000 1.00 1.00 1.00 2.56 436.19 1250.00 0.69 225.00 1.00 18.42 1.00 Length = 0.04927 ft 1 0.005 0.082 1.25 1.000 1.00 1.00 1.00 0.04 6.34 1250.00 0.69 225.00 1.00 18.42 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.041 0.010 1.15 1.000 1.00 1.00 1.00 0.28 47.39 1150.00 0.08 207.00 1.00 2.00 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :PA 4 - Arbor Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 18 NOV 2019, 12:37PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00 Length = 0.04927 ft 1 0.001 0.010 1.15 1.000 1.00 1.00 1.00 0.00 0.69 1150.00 0.08 207.00 1.00 2.00 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.271 0.064 1.25 1.000 1.00 1.00 1.00 1.99 338.99 1250.00 0.54 225.00 1.00 14.32 1.00 Length = 0.04927 ft 1 0.004 0.064 1.25 1.000 1.00 1.00 1.00 0.03 4.93 1250.00 0.54 225.00 1.00 14.32 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.041 0.010 1.15 1.000 1.00 1.00 1.00 0.28 47.39 1150.00 0.08 207.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.001 0.010 1.15 1.000 1.00 1.00 1.00 0.00 0.69 1150.00 0.08 207.00 1.00 2.00 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.030 0.007 1.60 1.000 1.00 1.00 1.00 0.28 47.39 1600.00 0.08 288.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.000 0.007 1.60 1.000 1.00 1.00 1.00 0.00 0.69 1600.00 0.08 288.00 1.00 2.00 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.030 0.007 1.60 1.000 1.00 1.00 1.00 0.28 47.39 1600.00 0.08 288.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.000 0.007 1.60 1.000 1.00 1.00 1.00 0.00 0.69 1600.00 0.08 288.00 1.00 2.00 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.212 0.050 1.60 1.000 1.00 1.00 1.00 1.99 338.99 1600.00 0.54 288.00 1.00 14.32 1.00 Length = 0.04927 ft 1 0.003 0.050 1.60 1.000 1.00 1.00 1.00 0.03 4.93 1600.00 0.54 288.00 1.00 14.32 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.030 0.007 1.60 1.000 1.00 1.00 1.00 0.28 47.39 1600.00 0.08 288.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.000 0.007 1.60 1.000 1.00 1.00 1.00 0.00 0.69 1600.00 0.08 288.00 1.00 2.00 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.030 0.007 1.60 1.000 1.00 1.00 1.00 0.28 47.39 1600.00 0.08 288.00 1.00 2.00 1.00 Length = 0.04927 ft 1 0.000 0.007 1.60 1.000 1.00 1.00 1.00 0.00 0.69 1600.00 0.08 288.00 1.00 2.00 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.018 0.004 1.60 1.000 1.00 1.00 1.00 0.17 28.43 1600.00 0.05 288.00 1.00 1.20 1.00 Length = 0.04927 ft 1 0.000 0.004 1.60 1.000 1.00 1.00 1.00 0.00 0.41 1600.00 0.05 288.00 1.00 1.20 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 13.451 ft 1 0.018 0.004 1.60 1.000 1.00 1.00 1.00 0.17 28.43 1600.00 0.05 288.00 1.00 1.20 1.00 Length = 0.04927 ft 1 0.000 0.004 1.60 1.000 1.00 1.00 1.00 0.00 0.41 1600.00 0.05 288.00 1.00 1.20 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1881 6.799 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.757 0.757 Overall MINimum 0.049 0.049 +D+H 0.082 0.082 +D+L+H 0.082 0.082 +D+Lr+H 0.757 0.757 +D+S+H 0.082 0.082 +D+0.750Lr+0.750L+H 0.589 0.589 +D+0.750L+0.750S+H 0.082 0.082 +D+0.60W+H 0.082 0.082 +D+0.70E+H 0.082 0.082 +D+0.750Lr+0.750L+0.450W+H 0.589 0.589 +D+0.750L+0.750S+0.450W+H 0.082 0.082 +D+0.750L+0.750S+0.5250E+H 0.082 0.082 +0.60D+0.60W+0.60H 0.049 0.049 +0.60D+0.70E+0.60H 0.049 0.049 D Only 0.082 0.082 Lr Only 0.675 0.675 L Only S Only W Only E Only H Only Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Arbor Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 SEP 2021, 4:10PM Project Descr: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir - Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 8x10 Span = 14.0 ft D(0.084) Lr(0.14) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0840, Lr = 0.140 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.500: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 31.42 psi= = FB : Allowable 1,246.89 psi Fv : Allowable 8x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 8x10 fb : Actual Maximum Shear Stress Ratio 0.140 : 1 13.234 ft= = 624.00 psi fv : Actual Maximum Deflection 0 <360 735 Ratio =0 <180 Max Downward Transient Deflection 0.134 in 1257Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.229 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.00 0.00 1.00 Length = 14.0 ft 1 0.288 0.081 0.90 1.000 1.00 1.00 1.00 2.44 259.14 898.41 0.62 162.00 1.00 13.05 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.260 0.072 1.00 1.000 1.00 1.00 1.00 2.44 259.14 998.03 0.62 180.00 1.00 13.05 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.500 0.140 1.25 1.000 1.00 1.00 1.00 5.87 624.00 1246.89 1.49 225.00 1.00 31.42 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.226 0.063 1.15 1.000 1.00 1.00 1.00 2.44 259.14 1147.37 0.62 207.00 1.00 13.05 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.427 0.119 1.25 1.000 1.00 1.00 1.00 5.01 532.78 1246.89 1.27 225.00 1.00 26.83 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Arbor Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 SEP 2021, 4:10PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 1.00 Length = 14.0 ft 1 0.226 0.063 1.15 1.000 1.00 1.00 1.00 2.44 259.14 1147.37 0.62 207.00 1.00 13.05 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.162 0.045 1.60 1.000 1.00 1.00 1.00 2.44 259.14 1594.84 0.62 288.00 1.00 13.05 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.162 0.045 1.60 1.000 1.00 1.00 1.00 2.44 259.14 1594.84 0.62 288.00 1.00 13.05 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.334 0.093 1.60 1.000 1.00 1.00 1.00 5.01 532.78 1594.84 1.27 288.00 1.00 26.83 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.162 0.045 1.60 1.000 1.00 1.00 1.00 2.44 259.14 1594.84 0.62 288.00 1.00 13.05 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.162 0.045 1.60 1.000 1.00 1.00 1.00 2.44 259.14 1594.84 0.62 288.00 1.00 13.05 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.097 0.027 1.60 1.000 1.00 1.00 1.00 1.46 155.49 1594.84 0.37 288.00 1.00 7.83 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.097 0.027 1.60 1.000 1.00 1.00 1.00 1.46 155.49 1594.84 0.37 288.00 1.00 7.83 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2285 7.051 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.676 1.676 Overall MINimum 0.418 0.418 +D+H 0.696 0.696 +D+L+H 0.696 0.696 +D+Lr+H 1.676 1.676 +D+S+H 0.696 0.696 +D+0.750Lr+0.750L+H 1.431 1.431 +D+0.750L+0.750S+H 0.696 0.696 +D+0.60W+H 0.696 0.696 +D+0.70E+H 0.696 0.696 +D+0.750Lr+0.750L+0.450W+H 1.431 1.431 +D+0.750L+0.750S+0.450W+H 0.696 0.696 +D+0.750L+0.750S+0.5250E+H 0.696 0.696 +0.60D+0.60W+0.60H 0.418 0.418 +0.60D+0.70E+0.60H 0.418 0.418 D Only 0.696 0.696 Lr Only 0.980 0.980 L Only S Only W Only E Only H Only Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Trellis Rafters Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 SEP 2021, 4:13PM Project Descr: CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2012 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir - Larch No.2 900 900 1350 625 1600 580 180 575 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2012 4x8 Span = 14.0 ft D(0.024) Lr(0.04) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0240, Lr = 0.040 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.402: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 26.45 psi= = FB : Allowable 1,656.21 psi Fv : Allowable 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x8 fb : Actual Maximum Shear Stress Ratio 0.118 : 1 13.438 ft= = 666.39 psi fv : Actual Maximum Deflection 0 <360 494 Ratio =0 <180 Max Downward Transient Deflection 0.196 in 859Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.340 in Ratio = Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.00 0.00 0.99 Length = 14.0 ft 1 0.236 0.069 0.90 1.300 1.15 1.00 1.00 0.72 282.84 1198.57 0.19 162.00 1.00 11.23 0.99+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.99 Length = 14.0 ft 1 0.213 0.062 1.00 1.300 1.15 1.00 1.00 0.72 282.84 1329.90 0.19 180.00 1.00 11.23 0.99+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.402 0.118 1.25 1.300 1.15 1.00 1.00 1.70 666.39 1656.21 0.45 225.00 1.00 26.45 0.98+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.99 Length = 14.0 ft 1 0.185 0.054 1.15 1.300 1.15 1.00 1.00 0.72 282.84 1526.05 0.19 207.00 1.00 11.23 0.99+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.344 0.101 1.25 1.300 1.15 1.00 1.00 1.46 570.50 1656.21 0.38 225.00 1.00 22.64 0.98+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.7.30, Ver:6.15.8.31 Licensee : -Lic. # : KW-06010600 File = C:\Users\xan\Dropbox\MYPC(X~1\DOCUME~1\ENERCA~1\elms_ivy.ec6 Description :Trellis Rafters Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 28 SEP 2021, 4:13PM Project Descr: Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99 Length = 14.0 ft 1 0.185 0.054 1.15 1.300 1.15 1.00 1.00 0.72 282.84 1526.05 0.19 207.00 1.00 11.23 0.99+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.134 0.039 1.60 1.300 1.15 1.00 1.00 0.72 282.84 2107.41 0.19 288.00 1.00 11.23 0.98+D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.134 0.039 1.60 1.300 1.15 1.00 1.00 0.72 282.84 2107.41 0.19 288.00 1.00 11.23 0.98+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.271 0.079 1.60 1.300 1.15 1.00 1.00 1.46 570.50 2107.41 0.38 288.00 1.00 22.64 0.98+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.134 0.039 1.60 1.300 1.15 1.00 1.00 0.72 282.84 2107.41 0.19 288.00 1.00 11.23 0.98+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.134 0.039 1.60 1.300 1.15 1.00 1.00 0.72 282.84 2107.41 0.19 288.00 1.00 11.23 0.98+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.081 0.023 1.60 1.300 1.15 1.00 1.00 0.43 169.71 2107.41 0.11 288.00 1.00 6.74 0.98+0.60D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.98 Length = 14.0 ft 1 0.081 0.023 1.60 1.300 1.15 1.00 1.00 0.43 169.71 2107.41 0.11 288.00 1.00 6.74 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3398 7.051 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.486 0.486 Overall MINimum 0.124 0.124 +D+H 0.206 0.206 +D+L+H 0.206 0.206 +D+Lr+H 0.486 0.486 +D+S+H 0.206 0.206 +D+0.750Lr+0.750L+H 0.416 0.416 +D+0.750L+0.750S+H 0.206 0.206 +D+0.60W+H 0.206 0.206 +D+0.70E+H 0.206 0.206 +D+0.750Lr+0.750L+0.450W+H 0.416 0.416 +D+0.750L+0.750S+0.450W+H 0.206 0.206 +D+0.750L+0.750S+0.5250E+H 0.206 0.206 +0.60D+0.60W+0.60H 0.124 0.124 +0.60D+0.70E+0.60H 0.124 0.124 D Only 0.206 0.206 Lr Only 0.280 0.280 L Only S Only W Only E Only H Only CSG 04/07/22 B21-1036 V6 131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com March 3, 2021 Project No. 20266-01 Ms. Shannon Whittaker Landsea Homes 7525 Irvine Center Drive, Suite 200 Irvine, CA 92618 Subject: Addendum Geotechnical Report and Change of Geotechnical Consultant of Record for the Proposed Residential Development, Southwest Corner of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California Introduction In accordance with your request, LGC Geotechnical, Inc. has prepared this addendum geotechnical report for the Proposed Residential Development at the southwest corner of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California. In addition, with this report LGC Geotechnical, Inc. assumes responsibility as “Geotechnical Consultant of Record.” We have reviewed the referenced project geotechnical reports prepared by the previous geotechnical consultant (see References) that pertain to the geotechnical aspects of the project. In our professional opinion, the development of the site should be considered feasible from a geotechnical standpoint provided the recommendations contained in the project geotechnical reports (see References) are incorporated during site design, grading, and construction. All recommendations must be confirmed by this office during grading. Additional recommendations may be provided by LGC Geotechnical, Inc. during grading and construction of the proposed development. This addendum report should be considered as part of the project design documents in conjunction with the previous geotechnical reports (See References). In the case of conflict, the recommendations contained herein should supersede those provided in the previous project geotechnical reports. The remaining recommendations provided in the previous geotechnical reports are valid and applicable. This report is not a stand‐alone document and must be used in conjunction with the referenced reports (See References) for completeness. Updated Field Infiltration Testing As part of this addendum report LGC Geotechnical, Inc. has performed additional field infiltration testing located on the southwest corner of the subject site (See Figure 1 – Infiltration Test Location Map). The purpose of our additional testing was to supplement existing onsite infiltration testing as results from previous consultants were variable and inconsistent. This office drilled two additional borings at the site within the approximate area of the previous consultant’s infiltration tests. At a depth of approximately 19 feet, both borings encountered alluvial deposits consisting of medium to coarse-grained sand. It is into this sand material that infiltration is to take place. Project No. 20266‐01 Page 2 March 3, 2021 Two field percolation tests were performed in the area of the proposed infiltration trench and their locations are depicted on Figure 1 – Infiltration Test Location Map. Test well installation consisted of placing a 3-inch diameter perforated PVC pipe in each excavated borehole and backfilling the annulus with crushed rock including the placement of approximately 2 inches of crushed rock at the bottom of each borehole. The infiltration test wells were presoaked the day of installation and testing took place within 24 hours of presoaking. During the pre-test of each well the water level was observed to drop more than 6 inches in 25 minutes for two consecutive readings. Therefore, the test procedure for coarse- grained soils was followed. The procedure for coarse-grained soils requires performing the test for at least 60 minutes and taking one reading every 10 minutes from a fixed reference point. Test well installation and the estimation of infiltration rates were accomplished in general accordance with the guidelines set forth by the County of Orange (2013). In general, three-dimensional flow out of the test well (percolation), as observed in the field, is mathematically reduced to one-dimensional flow out of the bottom of the test well (infiltration). Infiltration tests are performed using relatively clean water, free of particulates, silt, etc. The results of our recent field infiltration testing is summarized below. TABLE 1 Summary of Field Infiltration Testing Infiltration Test Identification Approx. Depth Below Existing Grade (ft) Observed Infiltration Rate* (in./hr.) I-1 20 6.1 I-2 19.5 13.9 Average Infiltration Rate 10 in./hr. *Observed Infiltration Rates Do Not Include Factor of Safety. Since our infiltration testing was performed, the location of the proposed infiltration test was moved approximately 40 to 50 feet to the north. Despite the changes to the site plans, our infiltration tests can still be considered representative to the newly proposed area on the condition that the future infiltration trench extends into the alluvial sand deposits. Previous borings by GeoSoils (See References), found alluvial sands throughout the site at similar elevations, including the newly proposed infiltration zone. This office must be contacted to observe the base of the proposed infiltration trench to confirm it is extended into sandy alluvial soils. Varying subsurface conditions may exist outside of the test locations which could alter the calculated infiltration rates indicated above. Infiltration tests are performed using relatively clean water free of particulates, silt, etc. Please refer to the following section for subsurface water infiltration recommendations. Recommendations The following recommendations are to be considered preliminary and should be confirmed upon completion of earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more restrictive requirements from the structural engineer, building codes, or the owner. It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2019 CBC requirements. With regard to the potential occurrence of potentially catastrophic geotechnical hazards such as fault rupture, Project No. 20266‐01 Page 3 March 3, 2021 earthquake-induced landslides, liquefaction, etc. the following geotechnical recommendations should provide adequate protection for the proposed development to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is defined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)]. Therefore, repair and remedial work of the proposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations contained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the structural integrity of the proposed improvements given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions. Subsurface Water Infiltration Recent regulatory changes have occurred that mandate that storm water be infiltrated below grade into site soils rather than collected in a conventional storm drain system. Typically, a combination of methods are implemented to reduce surface water runoff and increase infiltration including; permeable pavements/pavers for roadways and walkways, directing surface water runoff to grass-lined swales, retention areas, and/or drywells, etc. It should be noted that collecting and concentrating surface water for the purpose of intentionally infiltrating it below grade into site soils, conflicts with the geotechnical engineering objective of directing surface water away from slopes, structures, and other improvements. The geotechnical stability and integrity of a site is reliant upon appropriately handling surface water. In general, we do not recommend that surface water be intentionally infiltrated into the subsurface soils. If it is determined that water must be infiltrated due to regulatory requirements, we recommend the absolute minimum amount of water be infiltrated and that the infiltration areas not be located near slopes or near settlement sensitive existing/proposed improvements. We recommend the design of any infiltration system include at least one redundancy or overflow system. It may be prudent to provide an overflow system, connected directly to a storm drain system, in order to prevent failure of the infiltration system, either as a result of lower than anticipated infiltration rates and/or very high flow volumes. Based on the results of our field infiltration testing, rates were measured to vary between approximately 6.1 inches/hour and 13.9 inches/hour within the proposed infiltration zone. It is our opinion that the average of the observed infiltration rates may be utilized for design purposes from a geotechnical viewpoint. The average observed infiltration rate (not including required factors of safety) was approximately 10 inches per hour. In order to achieve a design infiltration rate, the observed infiltration rate must be divided by a series of factors of safety for site suitability and design considerations. The appropriate factors of safety should be applied by the infiltration system designer in accordance with the referenced Technical Guidance Document (County of Orange, 2013). Please note that the infiltration values reported herein are for native materials only and are not for compacted fill. Infiltration shall not be permitted directly on or into compacted fill soils. The Project No. 20266‐01 Page 4 March 3, 2021 infiltration values provided are based on clean water and the proposed infiltration system will require the removal of trash, debris, soil particles, etc., and on-going maintenance. Over time, siltation, plugging and clogging of the system may reduce the infiltration rate and subsequently reduce the effectiveness of the infiltration system. It should be noted that methods recommended to prevent the reduction of the infiltration system effectiveness shall be the sole responsibility of the infiltration designer and are not the purview of the geotechnical consultant. If adequate measures cannot be incorporated into the design and maintenance of the system, then the infiltration rates may need to be further reduced. These and other factors should be considered in selecting a design infiltration rate. As with all systems that are designed to concentrate surface flow and direct the water into the subsurface soils, some minor settlement, nuisance type localized saturation and/or other water related issues should be expected. Due to variability in geologic and hydraulic conductivity characteristics, these effects may be experienced at the onsite location and/or potentially at other locations beyond the physical limits of the subject site. Infiltrated water may enter underground utility pipe zones or flow along heterogeneous soil layers or geologic structure and migrate laterally impacting other improvements which may be located far away or at an elevation much lower than the infiltration source. Limitations Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable. As previously stated, this report is not a stand‐alone document and must be used in conjunction with the referenced reports (See References) for completeness. Project No. 20266‐01 Page 5 March 3, 2021 Should you have any questions regarding this report, please do not hesitate to contact this office. Sincerely, LGC Geotechnical, Inc. Tim Lawson, CEG 1821, GE 2626 Barry Graham, CEG 2749 Geotechnical Engineer/Geologist Senior Staff Geologist TJL/BPG/amm Attachments: References Figure 1 – Infiltration Test Location Map Distribution: (1) Addressee (electronic copy) Project No. 20266‐01 References March 3, 2021 References County of Orange, 2013, Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), Exhibit 7.III, December 20, 2013. GeoSoils Consultants, Inc. (GSI), 2017a, Geotechnical Engineering Investigation, Proposed Residential Housing, San Juan Mixed Use, Intersection of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated July 10, 2017. ________, 2017b, Infiltration Testing, Proposed Residential Housing, San Juan Mixed Use, Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated September 18, 2017, (rev. 9-28- 17). ________, 2018a, Response to City of San Juan Capistrano Review Letter dated May 29, 2018, Proposed Residential Housing, San Juan Mixed Use, Intersection of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated October 29, 2018. ________, 2018b, Response to City of San Juan Capistrano Review Letter dated November 15, 2018, Proposed Residential Housing, San Juan Mixed Use, Intersection of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated November 16, 2018. ________, 2020a, Update Report, Proposed Residential Housing, San Juan Mixed Use, Intersection of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated February 6, 2020. ________, 2020b, Infiltration Testing, Proposed Residential Housing, San Juan Mixed Use, Calle Arroyo and Paseo Tirador, San Juan Capistrano, California, W.O. 7050, dated April 16, 2020. 21 20 24 23 22 29 30 31 32 33 34 35 36 37 38 39 40 44 45 46 47 48 49 50 51 52 54 53 55 56 57 58 59 60 80 79 78 77 76 84 8586 87 89 88 90 83 82 91 92 81 9394 95 96 97 98 99 109 108 107 106 100 101102 103 105 104 110 111 112 113 114 128 127 126 125 121 122 123 124 120 119 118 115 116 117 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 129 130 131 132 T T 'A' ST R E E T 'C' STREET'D' STREETALLEY 'B'ALLEY 'C'ALLEY 'D'ALLEY 'E'ALLEY 'F'ALLEY 'G''A' STREETT T TTLEGEND Approximate Location of Hollow Stem Auger Infiltration Boring by LGC Geotechnical, With Total Depth in Feet I-2 T.D. = 19.5' I-1 T.D. = 20' I-2 T.D. = 19.5' ENG. / GEOL. PROJECT NO. PROJECT NAME SCALE DATE LGC Geotechnical, Inc. 131 Calle Iglesia, Ste. 200 San Clemente, CA 92672 TEL (949) 369-6141 FAX (949) 369-6142 FIGURE 1 Field Infiltration Test Locations 1" = 100' March 2021 Landsea - Tirador, San Juan Capistrano TJL / BPG 20266-01 MDN 19246 Geotechnical Engineering Investigation Proposed Residential Housing San Juan Mixed Use Intersection of Calle Arroyo and Paseo Tirador San Juan Capistrano, California For WATT COMMUNITIES, LLC July 10, 2017 W.O. 7050 GeoSoils Consultants Inc. MDN 19246 July 10, 2017 W.O. 7050 WATT COMMUNITIES, LLC 2716 Ocean Park Boulevard, Suite 2025 Santa Monica, California 90405 Attention: Mr. Efrem Joelson Mr. Dave Johnson Subject: Geotechnical Engineering Investigation, Proposed Residential Housing, San Juan Mixed Use, Intersection of Calle Arroyo and Paseo Tirador, San Juan Capistrano, California Reference: Construction Testing and Engineering, Inc. dated March 15, 2007, “Preliminary Geotechnical Investigation, Proposed Commercial Development, Ventanas Business Center, Calle Arroyo and Paseo Tirador, San Juan Capistrano, California” Gentlemen: At your request, GeoSoils Consultants, Inc. (GSC) has prepared this geotechnical engineering report for the proposed residential housing located at the intersection of Calle Arroyo and Paseo Tirador in San Juan Capistrano, California. This report has been prepared in accordance with generally accepted geotechnical engineering practices. SITE LOCATION AND DESCRIPTION The subject site is located at the intersection of Calle Arroyo and Paseo Tirador in San Juan Capistrano, California. Irregular in shape, the site is situated on relatively flat terrain that covers approximately 16 acres. Currently, the property is vacant. The site is bordered on the west by Interstate 5 and by San Juan Creek to the east. Paseo Tirador crosses the property and is currently closed off to public vehicle use. The northwest corner is not a part of the property and currently is being graded for a proposed 24 Hour Fitness Center as shown on the Boring Location Map, Plate 1. 6634 Valjean Avenue, Van Nuys, California 91406 Phone: (818) 785-2158 Fax: (818) 785-1548 Page 2 July 10, 2017 W.O.7050 MDN 19246 A buried scour wall was constructed in 2009 in the San Juan Greek Channel and is shown on the Site Plan, Plate 3. This wall consists of sheet piles with tieback anchors. Plans prepared by Hughes Construction, indicate the sheet pile wall extends approximately 915 feet on the east side of the property. Anticipated scour height of the wall varies from 16 to 31.5 feet. Tiebacks extend a minimum of 35 feet behind the scour wall. PROPOSED DEVELOPMENT It is our understanding 47 single family homes and 89 townhomes are planned for the site. The proposed construction will entail the demolition of the existing improvements on site and reconfiguration of the property to include new private streets, low height retaining walls, and building pads. Detailed plans are not available at this time; however, typical foundation loads are assumed for recommendations given herein. The Paseo Tirador cul-de-sac will be abandoned as part of the site development. PREVIOUS INVESTIGATIONS A previous investigation was performed by Construction Testing and Engineering, Inc. (CTE) dated March 15, 2007 for the then proposed business center (see reference). Their boring locations are shown on the Boring Location Map, Plate 1, and their boring logs are included in Appendix A, Field Exploration and Laboratory Testing. This report was utilized in design of the existing scour wall. GEOLOGIC CONDITIONS Geologic Setting The site is located in the northern portion of the Peninsular Ranges Geomorphic Province of Southern California, which is characterized by northwest-southeast trending mountain ranges, intervening valleys and fault-block complexes. These mountain ranges extend over 900 miles from the Transverse Ranges Province (east-west trending Santa Monica and San Gabriel Mountains) southward to the tip of Baja California, Mexico. The Peninsular Ranges include the Santa Ana Mountains and San Jacinto Mountains of southern California, and the GeoSoils Consultants Inc. Page 3 July 10, 2017 W.O.7050 MDN 19246 Sierra Juarez, San Pedro Martir, and La Giganta mountains of Baja California. The mountain ranges are bounded by parallel faults, such as the San Jacinto, Elsinore, Newport-Inglewood and Rose Canyon. The Los Angeles Basin lies at the junction of the Peninsular Ranges and the Transverse ranges Geomorphic Provinces. The Los Angeles Basin began forming in the late Miocene; subsidence was accommodated by extensional faults including the Whittier-Elsinore fault system. In mid Pliocene, the tectonic plate motion shifted, causing north-south compression of the basin folding the sediments and creating blind thrust faults (faults that do not reach the surface), including the Puente Hills Thrust system. The Coyote Hills, Santa Fe Springs and Los Angeles faults are blind thrust faults, which make up the Puente Hills Thrust system. These three faults are east-west striking echelon segments. It is the Puente Hills Thrust that that is responsible for the 1987 Whittier Narrows earthquake. Blind thrusts produce near-surface folds that grow during repeated earthquakes. Earth Units Fill and Alluvial deposits underlie the property. A brief description of the fill and alluvium is as follows: Fill (af): Fill was observed in all of the borings drilled by GSC and CTE. The fill consists of clayey silty sands to silty sands with rock fragments. This material is not suitable for structural support and should be removed and recompacted in areas of proposed development. The depth of this fill, where encountered, varied from 5 to 20 feet. Alluvium (Qal): Alluvium was observed below the fill. The alluvium consists of dark to light brown to gray brown, silty sands, sandy silts, clayey silts, and fine to medium sands that are moist to very moist, moderately dense to dense. Geologic Structure The regional geologic structure in the vicinity of the site is that of horizontally stratified sedimentary deposits. GeoSoils Consultants Inc. Page 4 July 10, 2017 W.O.7050 MDN 19246 Surface and Subsurface Water Conditions Surface water on the site is limited to precipitation falling directly on the site. Groundwater was encountered at a depth as shallow as approximately 17 feet from the ground surface during the subsurface exploration. However, groundwater maps from the Seismic Hazard Zone Report for the San Juan Capistrano 7.5 Minute Quadrangle published by the California Geologic Survey indicate that the historic high groundwater is on the order of 5 feet below original ground surface. It should be noted that the fill placed on the site may have altered the original ground elevation. FAULTING AND SEISMICITY The proposed site is not within an Alquist-Priolo Earthquake Fault Zone; therefore, there are no active faults on or adjacent to the property. However, this site has experienced earthquake-induced ground shaking in the past and can be expected to experience further shaking in the future. There are some faults in close enough proximity to the site to cause moderate to intense ground shaking during the lifetime of the existing and proposed development. 2016 California Building Code (CBC), Seismic Design Criteria The 2016 CBC (California Building Code) seismic coefficient criteria are provided here for structural design consideration. Under the Earthquake Design Regulations of Chapter 16, Section 1613 of the CBC 2016, the following coefficients apply for the proposed structures at the site. GeoSoils Consultants Inc. Page 5 July 10, 2017 W.O.7050 MDN 19246 2016 CBC Section 1616, Earthquake Loads Site Class Definition D Mapped Spectral Response Acceleration Parameter, Ss (Figure 1613.3.1 for 0.2 second) 1.312 Mapped Spectral Response Acceleration Parameter, S1 (Figure 1613.3.1 for 1.0 second) 0.490 Site Coefficient, Fa (Table 1613.3.3(1) short period) 1.0 Site Coefficient, Fv (Table 1613.3.3(2) 1-second period) 1.5 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter SMS (Eq. 16-37) 1.312 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter SM1 (Eq. 16-38) 0.740 Design Spectral Response Acceleration Parameter, SDS (Eq. 16-39) 0.875 Design Spectral Response Acceleration Parameter, SD1 (Eq. 16-40) 0.493 Notes: Location: Longitude: -117.6569, Latitude: 33.4980 1. Site Class Designation: Class D is recommended based on subsurface condition. 2. Ss, SMs, and SDs are spectral response accelerations for the period of 0.2 second. 3. S1, SM1, and SD1 are spectral response accelerations for the period of 1.0 second. Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. Following a major earthquake, a building may be damaged beyond repair, yet not collapse. Secondary Earthquake Effects Ground Rupture Ground rupture occurs when movement on a fault breaks through to the surface. Surface rupture usually occurs along pre-existing fault traces where zones of weakness already exist. The State has established Earthquake Fault Zones for the purpose of mitigating the hazard of fault rupture by prohibiting the location of most human occupancy structures across the traces of active faults. Earthquake fault zones are regulatory zones that encompass surface traces of active faults with a potential for future surface fault rupture. Since the site is not located within a State established Earthquake Fault Zone, the ground rupture hazard for the site is considered to be low. GeoSoils Consultants Inc. Page 6 July 10, 2017 W.O.7050 MDN 19246 Landsliding Earthquake-induced landsliding often occurs in areas where previous landslides have moved and in areas where the topographic, geologic, geotechnical and subsurface groundwater conditions are conducive to permanent ground displacements. Slopes are present on or near the site; however, the site is not located in an area defined by the State for earthquake-induced landslides Seiches and Tsunamis A seiche is the resonant oscillation of a body of water, typically a lake or swimming pool caused by earthquake shaking (waves). The hazard exists where water can be splashed out of the body of water and impact nearby structures. No bodies of constant water are near the site, therefore, the hazards associated with seiches are considered low. Tsunamis are seismic sea waves generated by undersea earthquakes or landslides. When the ocean floor is offset or tilted during an earthquake, a set of waves are generated similar to the concentric waves caused by an object dropped in water. Tsunamis can have wavelengths of up to 120 miles and travel as fast as 500 miles per hour across hundreds of miles of deep ocean. Upon reaching shallow coastal waters, the once two-foot high wave can become up to 50 feet in height causing great devastation to structures within reach. Tsunamis can generate seiches as well. Since the site is not located near the shoreline or within 50 feet of sea level, the tsunami hazard is considered low. Liquefaction Liquefaction describes a phenomenon where cyclic stresses, which are produced by earthquake-induced ground motions, creates excess pore pressures in cohesionless soils. As a result, the soils may acquire a high degree of mobility, which can lead to lateral spreading, consolidation and settlement of loose sediments, ground oscillation, flow failure, GeoSoils Consultants Inc. Page 7 July 10, 2017 W.O.7050 MDN 19246 loss of bearing strength, ground fissuring, and sand boils, and other damaging deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water escapes. Descriptions of each of the phenomena associated with liquefaction is described below: Lateral Spreading: Lateral spreading is the lateral movement of stiff, surficial blocks of sediments as a result of a subsurface layer liquefying. The lateral movements can cause ground fissures or extensional, open cracks at the surface as the blocks move toward a slope face, such as a stream bank or in the direction of a gentle slope. When the shaking stops, these isolated blocks of sediments come to rest in a place different from their original location and may be tilted. Ground Oscillation: Ground oscillation occurs when liquefaction occurs at depth but the slopes are too gentle to permit lateral displacement. In this case, individual blocks may separate and oscillate on a liquefied layer. Sand boils and fissures are often associated with this phenomenon. Flow Failure: A more catastrophic mode of ground failure than either lateral spreading or ground oscillation, involves large masses of liquefied sediment or blocks of intact material riding on a liquefied layer moving at high speeds over large distances. Generally flow failures are associated with ground slopes steeper than those associated with either lateral spreading or ground oscillation. Bearing Strength Loss: Bearing strength decreases with a decrease in effective stress. Loss of bearing strength occurs when the effective stresses are reduced due to the cyclic loading caused by an earthquake. Even if the soil does not liquefy, the bearing of the soil may be reduced below its value either prior to or after the earthquake. If the bearing strength is sufficiently reduced, structures supported on the sediments can settle, tilt, or even float upward in the case of lightly loaded structures such as gas pipelines. GeoSoils Consultants Inc. Page 8 July 10, 2017 W.O.7050 MDN 19246 Ground Fissuring and Sand Boils: Ground fissuring and sand boils are surface manifestations associated with liquefaction and lateral spreading, ground oscillation, and flow failure. As apparent from the above descriptions, the likelihood of ground fissures developing is high when lateral spreading, ground oscillations, and flow failure occur. Sand boils occur when the high pore water pressures are relieved by drainage to the surface along weak spots that may have been created by fissuring. As the water flows to the surface, it can carry sediments, and if the pore water pressures are high enough create a gusher (sand boils) at the point of exit. Research has shown that saturated, loose sands with a silt content less than about 25 percent are most susceptible to liquefaction, whereas other soil types are generally considered to have a low susceptibility. Liquefaction susceptibility is related to numerous factors, and the following conditions must exist for liquefaction to occur: • Sediments must be relatively young in age and must not have developed large amounts of cementation; • Sediments must consist mainly of cohesionless sands and silts; • The sediment must not have a high relative density; • Free groundwater must exist in the sediment; and • The site must be exposed to seismic events of a magnitude large enough to induce straining of soil particles. At the time of exploration (June, 2017), groundwater was encountered at a depth as shallow as 17 feet below existing grade. However, according to the Division of Mines and Geology Seismic Hazard Evaluation of the San Juan capistano 7.5 minute Quadrangle, Seismic Hazard Zone Report, the historical high groundwater table is 5 feet below original grade. As fill placement has altered the original grader. GSC considered the in-situ groundwater depths of the individual borings for the liquefaction analyses. GeoSoils Consultants Inc. Page 9 July 10, 2017 W.O.7050 MDN 19246 Results of our gradation analyses indicate the soil underlying the site consists of clays, silts, and sands. The soils possessed silt and clay contents varying from 2 to 84 percent in the samples that were tested. (Plates G-1 to G-11). All liquefaction analyses were performed in accordance with SCEC (1999). The method of liquefaction assessment utilized in this report is based on the “Simplified Procedure” originally developed by Seed et al. (1985). A detailed description of this procedure is presented in Appendix C. Based on data presented in the California Seismic Hazard Evaluation Report for the San Juan Capistrano Quadrangle, a maximum earthquake magnitude of 6.67 and a peak ground acceleration of 0.501g for alluvium conditions was used in our analysis. The soil strata encountered in Boring B-4 through B-6 were used in our liquefaction analysis. The results of our liquefaction analysis indicated that the potential for liquefaction within the area of study does exist in thin layers. Should liquefaction occur in these potentially liquefiable layers the surface should not experience any manifestation of liquefaction due to the fact that these layers would be confined by less permeable soils above which would prevent the migration of excess pore pressures and thus the movement of water and surface manifestation. Detailed results of our analyses are presented in Appendix C. Settlement Due to Seismic Shaking Granular soils, in particular, are susceptible to settlement during seismic shaking, whether the soils liquefy or not. The alluvium underlying the site, in general, consists of multilayers of medium dense to dense, sandy silts and silty sands, and occasional beds of dense clean sands. The potential for seismically-induced settlement was evaluated for site. The seismic parameters used in the liquefaction analysis were also used for the seismically GeoSoils Consultants Inc. Page 10 July 10, 2017 W.O.7050 MDN 19246 induced settlement calculations (See discussion on Liquefaction above). Our seismically-induced settlement analyses were based on the procedures of Tokimatsu and Seed (1987), as recommended in the SCEC (1999) publication Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction in California, which provide separate methodologies for soils above groundwater (Unsaturated method) and for soils at or below the static groundwater elevation (Saturated method). Based on subsurface explorations of the site, groundwater encountered at a depth as shallow as 17 feet below existing grade during our subsurface study. This was considered in our analyses. The seismically induced settlement analyses were performed to a depth of 50 feet below existing ground surface and were based on information from borings B-4 through B-6. The potential seismically-induced settlement was calculated and ranged from 0.18 to 2.62 inches. A detailed description of the seismically-induced settlement methodology is discussed in Appendix C. Total and Differential Settlement Based upon the consolidation test results, static settlement is expected to be less than ¼-inch. The above seismically induced settlement amount should be combined with the anticipated amount of static settlement in order to obtain an estimate of the amount of differential settlement that may affect the site. Assuming that the seismic differential settlement is ½ of the total seismic settlement and static differential is ½ the total static settlement, total differential settlement is expected to be approximately 2.0 inch. GeoSoils Consultants Inc. Page 11 July 10, 2017 W.O.7050 MDN 19246 Further, based on experience, this degree of differential settlement can be accounted for in the foundation/floor system design and, therefore, does not pose a hazard to site development. CONCLUSIONS The proposed development is feasible from a geotechnical engineering viewpoint, provided that the following recommendations are incorporated into the final design and construction phase of the proposed development. RECOMMENDATIONS Site Grading Standard grading recommendations and grading details are enclosed in Appendix B. These recommendations should be incorporated into the development plans, where applicable. Removals The subsurface exploration revealed that the existing fill and localized areas of alluvium are unsuitable for structural support. This unsuitable fill and alluvium should be removed to competent native alluvium in the areas of proposed development and replaced as compacted fill. Removals should be excavated down a minimum of five feet below proposed grades and extend a minimum of five feet laterally outside the areas of proposed development, or to a distance equal to the depth of fill placement, whichever is great. All the proposed buildings and low height retaining walls will be founded entirely on certified compacted fill. The removed material may be processed and replaced as compacted fill. GeoSoils Consultants Inc. Page 12 July 10, 2017 W.O.7050 MDN 19246 CONVENTIONAL FOUNDATION CRITERIA The on-site materials have a low expansion index. The following engineering criteria are recommended for use of non habitable structures only. 1. An allowable soil bearing pressure of 1,500 pounds per square foot can be used for design of conventional spread foundations founded in compacted fill. A one-third increase in the above bearing value may be used for transient live loadings such as wind and seismic forces. Footings should be continuous and be founded a minimum of 18 inches below the lowest adjacent grade with a minimum width of 12 inches for both one and two story structures. Footings should be reinforced with a minimum two, No. 4 rebar, both top and bottom. 2. A friction coefficient for concrete on compacted soil of 0.4, and a lateral bearing value of 250 pounds per square foot of depth may be employed to resist lateral loads. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. For design of isolated poles, the allowable passive pressure may be increased by 100 percent. 3. Standard International Building Code structural setback guidelines per Section 1808.7 of the current International Building Code should be followed. 4. Subgrade soil beneath footings should be pre-moistened prior to placement of concrete. Post-Tensioned Slab Foundation The following should be considered for habitable structures Anticipated surficial differential movement across the building pad areas included in this report in the form of settlement (seismic and static) could be in the order of 2 inches. These post-tensioned slabs should be designed in accordance with the recommendations of either the California Foundation Slab Method or Post-Tensioning Institute. The slabs should be GeoSoils Consultants Inc. Page 13 July 10, 2017 W.O.7050 MDN 19246 designed for at least two inches of surficial differential movement (i.e., at least 2 inches in a 30-foot span) to accommodate seismically induced settlement. Based on review of laboratory data for the on-site materials, the average soil modulus of subgrade reaction, K, to be used for design is 100 pounds per cubic inch. Specific recommendations for the design of California Foundation Slab and Post Tension Institute methods are presented below. A surface bearing value of 1,000 pounds per square foot can also be used in design. 1. California Foundation Slab (Spanability) Method It is recommended that slabs be designed for a free span of 15 feet. From a soil expansion/shrinkage standpoint, a common contributing factor to distress of structures using post-tensioned slabs is fluctuation of moisture in soils underlying the perimeter of the slab, compared to the center, causing a "dishing" or "arching" of the slabs. To mitigate this possibility, a combination of soil presaturation and construction of a perimeter "cut off" wall should be employed. All slab foundation areas should be moisture conditioned to at least optimum moisture, but no more than 5 percent above optimum moisture for a depth of at least 12 inches for low EI soil. A continuous perimeter curtain wall should extend to a depth of at least 12 inches for low EI soil to preserve this moisture. The cut-off walls may be integrated into the slab design or independent of the slab and should be a minimum of 6 (six) inches wide. 2. Post-Tensioning Institute Method Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils. The differential movement can occur at the corner, edge, or center of slab. The potential for differential uplift can be evaluated using design specifications of the Post-Tensioning Institute. The GeoSoils Consultants Inc. Page 14 July 10, 2017 W.O.7050 MDN 19246 following table presents suggested minimum coefficients to be used in the Post- Tensioning Institute design method. Suggested Coefficients Thornthwaite Moisture Index -20 in/yr Depth to Constant Soil Suction 9 (feet) Constant Soil Suction: (pf) 3.8 The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage, excess watering, and/or improper landscaping and maintenance. The above parameters are applicable provided structures have gutters and downspouts, yard drains, and positive drainage is maintained away from structure perimeters. Also, the values may not be adequate if the soils below the foundation become saturated or dry such that shrinkage occurs. The parameters are provided with the expectation that subgrade soils below the foundations are maintained in a relatively uniform moisture condition. Responsible irrigation of landscaping adjacent to the foundation must be practiced since over- irrigation of landscaping can cause problems. Therefore, it is important that information regarding drainage, site maintenance, settlements and affects of expansive soils be passed on to future homeowners. Based on the above parameters, the following values were obtained from the Post Tensioning Institute Design manual. If a stiffer slab is desired, higher values of ym may be warranted. Expansion Index of Soil Subgrade Low EI em center lift 9.0 feet em edge lift 4.7 feet Ym center lift 0.34 inch Ym edge lift 0.48 inch Deepened footings/edges around the slab perimeter must be used as indicated above to minimize non-uniform surface moisture migration (from an outside source) beneath the slab. An edge depth of at least 12 inches for low EI soil is GeoSoils Consultants Inc. Page 15 July 10, 2017 W.O.7050 MDN 19246 recommended. The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the Structural Engineer. General Recommendations a. The above parameters are applicable provided the structures have gutters and downspouts and positive drainage is maintained away from the structure. All slab foundation areas should be moisture conditioned to at least optimum moisture, but no more than 5 percent above optimum moisture for a depth of at least 12 inches below subgrade. b. The above recommendations assume and GeoSoils Consultants, Inc. strongly recommends that surface water will be kept from infiltrating into the subgrade adjacent to the structures foundation system. This may include, but not be limited to rain water, roof water, landscape water and/or leaky plumbing. Retaining Walls As retaining walls may be used in the proposed project, the footings should have a minimum embedment depth of 18 inches into compacted fill and be designed in accordance to the recommendations presented herein. On site soils have a low expansion index. The equivalent fluid pressures recommended are based on the assumption of a uniform backfill and no build-up of hydrostatic pressure behind the wall. To prevent the build-up of lateral soil pressures in excess of the recommended design pressures, over compaction of the fill behind the wall should be avoided. This can be accomplished by placement of the backfill above a 45-degree plane projected upward from the base of the wall, in lifts not exceeding eight inches in loose depth, and compacting with a hand-operated or small, self - propelled vibrating plates. (Note: Placement of free-draining material in this zone could also prevent the build-up of lateral soils pressures.) GeoSoils Consultants Inc. Page 16 July 10, 2017 W.O.7050 MDN 19246 1. Conventional (Yielding) Retaining Walls All recommendations for active lateral earth pressures contained herein assume that the anticipated retaining structures are in tight contact with the fill soil (or alluvium) that they are supposed to support. The earth support system must be sufficiently stiff to hold horizontal movements in the soil to less than one percent of the height of the vertical face, but should be free-standing to the point that they yield at the top at least 0.1 percent of the height of the wall. 2. Earth Pressures on Conventional (Yielding) Retaining Walls The earth pressures on walls retaining permeable material, compacted fill, or natural soil shall be assumed equal to that exerted by an equivalent fluid having a density not less than that shown in the following table: Backfill Slope (Horizontal to Vertical) Equivalent Fill Fluid Density Level 30 pcf 2:1 43 pcf 3. Restrained (Non-Yielding) Walls Earth pressures will be greater on walls where yielding at the top of the wall is limited to less than 1/1000 the height of the wall either by stiffness (i.e., return walls, etc.) or structural floor network prior to backfilling. Utilizing the recommended backfill compaction of 90 percent Modified Proctor Density per ASTM D-1557-12, we recommend the following equivalent fluid density for non-yielding walls: Backfill Slope (Horizontal to Vertical) Equivalent Fluid Density Level 45 pcf 2:1 65 pcf 4. Seismic Pressures For Retaining Walls The following seismic design criteria must be incorporated in to the design of the retaining walls: over 6 feet in height. GeoSoils Consultants Inc. Page 17 July 10, 2017 W.O.7050 MDN 19246 From NavFac: Pae =3/8ɤH2kh H=Height of wall Kh=0.4SDS=0.35 ɤ=115 pcf Pe= 3/8(115 pcf)(0.35)H2=15.1 H2 Pe acts at 0.6H above the wall base. General Any anticipated superimposed loading (i.e., upper retaining walls, other structures etc.) within a 45 degree projection upward from the wall bottom, except retained earth, shall be considered as surcharge and provided in the design. A vertical component equal to one-third of the horizontal force so obtained, may be assumed at the application of force. The depth of the retained earth shall be the vertical distance below the ground surface, measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. The walls should be constructed with weep holes near the bottom, on five-foot centers or with perforated drainpipe in a gravel envelope at the bottom and behind the wall. A one-foot thick zone of clean granular, free-draining material should be placed behind the wall to within three feet of the surface. On-site soil may be used for the remainder of the backfill and should be compacted to 90 percent relative compaction as determined by ASTM Test Designation D-1557-12. A concrete-lined swale is recommended behind retaining walls that can intercept surface runoff from upslope areas. The surface runoff shall be transferred to an approved drainage channel via non-erosive drainage devices. GeoSoils Consultants Inc. Page 18 July 10, 2017 W.O.7050 MDN 19246 Pavement Sections The following pavement recommendations assume a Traffic Index of 6 and an assumed R- value of 35. Preliminary pavement sections should be constructed with 5 inches of base and 4 inches of AC. R-value testing will be performed upon completion of grading to confirm this pavement section. All base should be compacted to a minimum 95 percent relative compaction. Shrinkage Based upon our field and laboratory test data, the on-site materials are expected to shrink between 5 to 10 percent. Temporary Excavations Where the necessary space is available, temporary unsurcharged embankments may be sloped back without shoring. The slopes should not be cut steeper than the following gradient: Height Temporary Gradient (Horizontal:Vertical) 0-5’ Near Vertical Above 5’ 1:1 The recommended temporary excavation slopes do not preclude local ravelling or sloughing. All applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Where sloped embankments are used, the top of the slope should be barricaded to prevent equipment and heavy storage loads within five feet of the top of the slope. If the temporary construction embankments are to be maintained for long periods, berms should be constructed along the top of the slope to prevent runoff water from eroding the slope faces. The soils exposed in the temporary backcut slopes during excavation should be observed by our personnel so that modifications of the slopes can be made if variations in the soil conditions occur. GeoSoils Consultants Inc. Page 19 July 10, 2017 W.O.7050 MDN 19246 Drainage/Landscape Maintenance Water should not be allowed to pond or seep into the ground, or flow over slopes in a concentrated manner. Roof gutters and yard drains should be provided. Pad drainage should be directed toward the street or any approved watercourse area swale via non- erosive channel, pipe and/or dispersion devices. Control of moisture is important in regard to control of mold within the future living environment. Molds can deteriorate building materials and lead to health problems such as asthma episodes and allergic reactions in susceptible individuals. Mold spores waft through both indoor and outdoor continually. When mold spores land on damp areas, they begin growing and digesting the host material in order to survive. Some molds propagate much more quickly than others. Molds can grow when moisture is present on and within wood, paper, carpet, and foods. Mold growth will often occur when excessive moisture accumulates in buildings or on building materials, particularly if moisture problems remain undiscovered, or are not addressed. Obviously, the key to mold control is moisture control. Generally speaking, in the semi-arid climate of Southern California, we would not have mold problems if we did not have excessive landscape watering and the occasional leaking water, storm drain, or sewer pipe. The average annual rainfall in Southern California is less than 15 inches per year; however, studies have shown that the average Southern California homeowner applies at least 200 inches of equivalent rainfall to their yard each year. It is important than in addition to control of landscape watering, that pad drainage slopes away from structures. Placement of planters next to houses can also lead to increased moisture under pad areas. GeoSoils Consultants Inc. Page 20 July 10, 2017 W.O.7050 MDN 19246 Scour Wall A sheet pile scour wall is located on the east site of the site at the San Juan Creek Channel. This wall was constructed with tiebacks extending beneath the subject site. Prior to performing any grading or proposing any improvements behind this wall, it is recommended a Structural Engineer be contacted to evaluate this wall. Review and Inspection The site foundation and grading plans, including foundation-loading details, should be forwarded to the Geotechnical Engineer for review and approval prior to finalizing design. All foundation and bottom excavations shall be observed by an engineering geologist or a geotechnical engineer prior to the placement of any steel to verify that the proper foundation material has been encountered. The local governing agency, Department of Building and Safety Inspector should also observe the excavation. LIMITATIONS The findings and recommendations of this report were prepared in compliance with the current Grading and Building Code of the City of San Juan Capistrano and in accordance with generally accepted professional geotechnical engineering principles and practices. We make no other warranty, either express or implied. GeoSoils Consultants Inc. GeoSoils Consultants Inc. MDN 19246 July 10, 2017 W.O. 7050 APPENDIX A FIELD EXPLORATION PROCEDURES AND LABORATORY TESTING MDN 19246 July 10, 2017 W.O. 7050 APPENDIX A FIELD EXPLORATION PROCEDURES AND LABORATORY TESTING Six borings drilled with an 8-inch diameter hollow-stem auger drill rig explored subsurface conditions to a maximum depth of 50 feet. The locations of the borings are shown on the Boring Location Map, Plate 1 and the Site Plan, Plate 3. The borings were continuously logged and classified by one of our geologists by visual examination in accordance with the Unified Soil Classification System. The boring logs are included as Plates A-1 through A-9. Undisturbed soil samples were collected by driving a ring sampler with a 140-pound hammer weight falling 30 inches. The soil samples were retained in a series of brass rings, each having an inside diameter of 2.36 (6.0 centimeters) and a height of 1.00 inch (2.54 centimeters). The central portions of the samples were retained in close-fitting, moisture- tight containers for shipment to our laboratory. Additionally, standard penetration samples (SPT) were taken to obtain blows per foot to correlate to relative density determinations. Moisture-Density The field moisture content and dry unit weights were determined for each undisturbed ring sample obtained from our subsurface exploration. Once the dry unit weights had been determined, in-place densities of underlying soil profile were estimated. In those cases where ring samples were obtained, the moisture content and dry unit weights are presented on Boring Logs B-1 through B-6 (Plates A-1 through A-9). Compaction Tests One compaction tests were performed to determine to moisture density relationships of the typical surficial soils encountered on the site. The laboratory standard used was in accordance with ASTM Test Designation D-1557-12. Summaries of the compaction test results are shown in Table A-1. Page 2 July 10, 2017 W.O. 7050 MDN 19246 Appendix A TABLE A-1 COMPACTION TEST RESULTS Boring No. and Sample Depth Description Maximum Dry Density (pcf) Optimum Moisture (%) B-1@ 0.5’ Brown clayey silty SAND 128.0 10.5 Direct Shear Tests Two shear tests were performed in a strain-control type Direct Shear Machine. The sample was sheared under varying confining loads in order to determine the Coulomb shear strength parameters: cohesion (c), and angle of internal friction (φ) for peak and residual strength conditions. The sample was tested in an artificially-saturated condition. The results are plotted and a linear approximation is drawn of the failure curve. Results are shown on the Shear Test Diagrams included with this appendix as Plates SH-1 and SH-2. Consolidation Tests Six consolidation tests were performed on selected ring samples. The samples were inundated at an approximate load of one ton per square foot to monitor the hydroconsolidation. Loads were applied to the samples in several increments in geometric progression and resulting deformations were recorded at selected time intervals. Results of the consolidation tests are presented on Plates C-1 through C-6. Gradation Analysis Eleven (11) sieve analyses were used to determine the grain size composition of the natural alluvium at depth to make inferences about the liquefaction potential onsite. The test results are included at the end of this appendix as Plates G-1 through G-11. Page 3 July 10, 2017 W.O. 7050 MDN 19246 Appendix A Expansion Index Test To determine the expansion potential of the on-site native soils, an expansion index test was conducted in accordance with the ASTD D-4829-07. The test results indicate low expansion potential. Sulfate Test To determine the sulfate content of onsite soils, a sample from B-2 @ 0 to 5 feet was sent to an outside laboratory. Results exhibit a negligible sulfate content of 320 parts per million (ppm). Results are included as Plate L-1. Atterberg Tests Two Atterberg Limit tests were performed per D-ASTM 4318-10. The results are listed below: Sample Liquid Limit Plastic Limit Plasticity Index B-5@45’ 39.0 20.2 19.4 B-6@40’ 29.8 23.3 6.5 MDN 19246 July 10, 2017 W.O. 7050 APPENDIX B GRADING GUIDLINES MDN 19246 July 10, 2017 W.O. 7050 APPENDIX B GRADING GUIDLINES These specifications present the minimum requirements for grading operations performed under the control of GeoSoils Consultants, Inc. No deviation from these specifications would be allowed, except where specifically superseded in the preliminary geology and geotechnical report, or in other written communication signed by the Geotechnical Engineer or Engineering Geologist. 1. General A. The Geotechnical Engineer and Engineering Geologist are the Owner's or Builder's representative on the project. For the purpose of these specifications, supervision by the Geotechnical Engineer or Engineering Geologist includes that inspection performed by any person or persons employed by, and responsible to, the licensed Geotechnical Engineer or Engineering Geologist signing the Geotechnical report. B. All clearing, site preparation or earthwork performed on the project should be conducted by the Contractor under the observation of the Geotechnical Engineer or Engineering Geologist. C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Geotechnical Engineer or Engineering Geologist and to place, spread, mix, water, and compact the fill in accordance with the specifications of the Geotechnical Engineer or Engineering Geologist. The Contractor should also remove all material considered unsatisfactory by the Geotechnical Engineer or Engineering Geologist. Page 2 July 10, 2017 W.O. 7050 MDN 19246 Appendix B D. It is also the Contractor's responsibility to have suitable and sufficient compaction equipment on the jobsite to handle the amount of fill being placed. If necessary, excavation equipment would be shut down to permit completion of compaction. Sufficient watering apparatus would also be provided by the Contractor, with due consideration for the fill material, rate of placement and time of year. E. A final report should be issued by the Geotechnical Engineer and Engineering Geologist attesting to the Contractor's conformance with these specifications. F. At all times, safety would have precedence over production work. If an unsafe job condition is noted by a GeoSoils Consultants, Inc. representative, it would be brought to the attention of the Grading Contractor's foreman, the on-site developer's representative or both. Once this condition is noted, it should be corrected as soon as possible, or work related to the unsafe condition may be terminated. 2. Site Preparation A. All vegetation and deleterious material, such as rubbish, should be disposed of off-site. This removal must be concluded prior to placing fill. B. The Contractor should locate all houses, sheds, sewage disposal systems, large trees or structures on the site, or on the grading plan, to the best of his knowledge prior to preparing the ground surface. Page 3 July 10, 2017 W.O. 7050 MDN 19246 Appendix B C. Soils, alluvium or rock materials determined by the Geotechnical Engineer as being unsuitable for placement in compacted fills should be removed and wasted from the site. Any material incorporated as a part of a compacted fill must be approved by the Geotechnical Engineer. D. After the ground surface to receive fill has been cleared, it should be scarified, disced or bladed by the Contractor until it is uniform and free from ruts, hollows, hummocks or other uneven features, which may prevent uniform compaction. The scarified ground surface should then be brought to approximately 120 percent of optimum moisture, mixed as required, and compacted as specified. If the scarified zone is greater than 12 inches in depth, the excess should be removed and placed in lifts restricted to 6 inches. Prior to placing fill, the ground surface to receive fill should be inspected, tested and approved by the Geotechnical Engineer. E. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or other not located prior to grading are to be removed or treated in a manner prescribed by the Geotechnical Engineer. 3. Compacted Fills A. Material imported or excavated on the property may be utilized in the fill, provided such material has been determined to be suitable by the Geotechnical Engineer. Roots, tree branches and other deleterious matter missed during clearing should be removed from the fill as directed by the Geotechnical Engineer. Page 4 July 10, 2017 W.O. 7050 MDN 19246 Appendix B B. Rock fragments less than six inches in diameter may be utilized in the fill, provided: 1. they are not placed in concentrated pockets; 2. there is a sufficient percentage of fine-grained material to surround the rocks. 3. the distribution of the rocks is supervised by the Geotechnical Engineer. C. Rocks greater than six inches in diameter should be taken off-site, or placed in accordance with the recommendations of the Geotechnical Engineer in fill areas designated as suitable for rock disposal. D. Material that is spongy, subject to decay, or otherwise considered unsuitable should not be used in the compacted fill. E. Representative samples of materials to be utilized as compacted fill should be analyzed in the laboratory by the Geotechnical Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material should be conducted by the Geotechnical Engineer as soon as possible. F. Material used in the compacting process should be evenly spread in thin lifts not to exceed six inches in thickness, watered, processed and compacted to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise approved by the Page 5 July 10, 2017 W.O. 7050 MDN 19246 Appendix B Geotechnical Engineer. This includes material placed for slope repairs, and utility trench backfills on slope areas. G. Each layer should be compacted to at least a minimum of 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency (in general, ASTM D-1557-12 would be used). If compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive geotechnical conditions, the area to receive fill compacted to less than 90 percent should either be delineated on the grading plan or appropriate reference made to the area in the geotechnical report. H. All fills must be placed at approximately 120 percent of optimum moisture. If excessive moisture in the fill results in failing tests or an unacceptable "pumping" condition, then the fill should be allowed to dry until the moisture content is within the necessary range to meet above compaction requirements, or should be removed or reworked until acceptable conditions are obtained. I. If the moisture content or relative density varies from that required by the Geotechnical Engineer, the Contractor should rework the fill until it is in accordance with the requirements of the Geotechnical Engineer. If a compaction test indicates that the fill meets or exceeds the minimum required relative compaction but is below 120 percent of optimum, then the fill should be reworked until it meets the moisture content requirements. Page 6 July 10, 2017 W.O. 7050 MDN 19246 Appendix B 5. Grading Control A. Inspection of the fill placement should be provided by the Geotechnical Engineer during the progress of grading. B. In general, density tests should be made at intervals not exceeding two feet of fill height or every 500 cubic yards of fill placed. These criteria would vary depending on soil conditions and the size of the job. In any event, an adequate number of field density tests should be made to verify that the required compaction is being achieved. C. Density tests should also be made on the surface material to receive fill as required by the Geotechnical Engineer. D. All cleanout, processed ground to receive fill, key excavations, subdrains and rock disposal should be inspected and approved by the Geotechnical Engineer prior to placing any fill. It should be the Contractor's responsibility to notify the Geotechnical Engineer when such areas are ready for inspection. In most jurisdictions, these items must also be inspected by a representative of the controlling governmental agency prior to fill placement. 6. Construction Considerations A. Erosion control measures, when necessary, should be provided by the Contractor during grading and prior to the completion and construction of permanent drainage controls. B. Upon completion of grading and termination of inspections by the Geotechnical Engineer, no further filling or excavating, including that necessary for footings, foundations, large tree wells, retaining walls, or other Page 7 July 10, 2017 W.O. 7050 MDN 19246 Appendix B C. features should be performed without the approval and observation of the Geotechnical Engineer or Engineering Geologist. D. Care should be taken by the Contractor during final grading to preserve any berms, drainage terraces, interceptor swales, or other devices of a permanent nature on or adjacent to the property. MDN 19246 July 10, 2017 W.O. 7050 APPENDIX C LIQUEFACTION ANALYSES AND SEISMIC SETTLEMENT ANALYSES MDN 19246 July 10, 2017 W.O. 7050 APPENDIX C LIQUEFACTION & SETTLEMENT ANALYSIS Introduction Liquefaction describes a phenomenon where cyclic stresses, which are produced by earthquake-induced ground motions, create excess pore pressures in predominately cohesionless soils. As a result, the soils may acquire a high degree of mobility, which can lead to lateral spreading, consolidation, and settlement of loose sediments, ground oscillation, flow failure, loss of bearing strength, ground fissuring, sand boils, and other damaging deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil. Research has shown that saturated, loose sands with silt content less than about 25 percent are most susceptible to liquefaction, whereas other soil types are generally considered to have a low susceptibility. Seismically-included settlement in unsaturated (dry) and saturated soils generally occur due to the dissipation of pore pressure in a liquefiable soil layer. The controlling factors affecting settlement in saturated sands consist of the pore pressure drainage path, magnitude and duration of the seismic event, cyclic stresses, maximum shear strains, and the recorded normalized SPT blow-counts, (N1)60, of the soils. The potential for seismically-induced settlement is greatest in loose granular soils (i.e., sands and silty sands), whereas cohesive soils (i.e., clays and silts) are generally not prone to settlement. It should be noted that granular soils are susceptible to settlement during a seismic event whether the soils liquefy or not. Page 2 July 10, 2017 W.O. 7050 MDN 19246 Appendix C Procedure The method of liquefaction assessment in this report is based on the “simplified procedure” originally developed by Seed and Idriss (1971, 1982), with subsequent refinements by Seed et al. (1983), Seed and De Alba (1986), and Seed and Harder (1990). As generally defined by CGS Special Publication 117A: Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, the procedure compares the cyclic resistance ratio (CRR) with the earthquake-induced cyclic stress ratio (CSR) at that depth from a specified design earthquake. The CRR is the ratio required to induce liquefaction for a cohesionless soil stratum at a given depth and is essentially the capacity of the soil to resist liquefaction. The CSR is defined generally as the seismic demand placed on a soil layer or the peak ground surface acceleration and an associated earthquake moment magnitude. Values of CRR were established that were empirically correlated using extensive databases for sites that did or did not liquefy during previous earthquakes, values of (N1)60 could be correlated with the liquefied soil zones. The 1997 version of the baseline chart defines values of CRR as a function of (N1)60 for a moment magnitude 7.5 earthquake, CSR, and the percent fines. The factor of safety against liquefaction is obtained by calculating the ratio of CRR and CSR. The potential for seismically-induced settlement occurs when the factor of safety is less than 1.0. The methodology used in estimating probable seismically-induced settlement in unsaturated and saturated soil deposits from SPT data is based on the procedures suggested by CGS Special Publication 117A and Tokimatsu and Seed (1987) with a magnitude scaling factor. The settlement analysis considers very thin layers for the soil deposit and calculates the settlement for each layer. The total settlement is the sum of these settlements in both dry (soil above the groundwater table) and saturated soils at their respective depths. The CRR curves are based on clean sands, necessitating fines content correction to accurately assess liquefaction potential. Fines content correction for SPT data is generated Page 3 July 10, 2017 W.O. 7050 MDN 19246 Appendix C using formulas developed by Idriss and Seed (1997). For specific depths where gradation tests were performed, the value of percent fines (passing the #200 sieve) obtained from laboratory testing was used in the analysis. Analysis The assessment of liquefaction potential provided in this report maintains current code requirements and generally accepted practice. The predominant earthquake magnitude used is based on a 2 percent probability of exceedance in 50 years, obtained from the USGS Unified Hazard Tool. The peak ground acceleration corresponds to the PGAM without any reductions and was obtained from the USGS Seismic Design Maps website. Table C-1 shows a summary of the parameters used in this analysis. TABLE C-1 ANALYSIS PARAMETERS Earthquake Magnitude 6.67 Peak Ground Acceleration, PGAM 0.501 g Design Groundwater Table 17- 28 feet Energy Ratio, CE 1.25 Borehole Diameter, CB 1.15 Sampling Method, CS 1.0 Site exploration for the assessment of liquefaction potential consisted of Borings B-4, B-5, and B-6. At the time of exploration, groundwater was encountered at depths below the historical high groundwater table. The liquefaction analysis considers the in-situ ground water table for the individual boring analyzed. Page 4 July 10, 2017 W.O. 7050 MDN 19246 Appendix C Results Based on the results of this investigation, evaluated from blow count data and laboratory testing of the borings, the potential for liquefaction does exist within the area of study. If liquefaction should develop in liquefiable soil layers, the migration of excess pore pressure within these layers (i.e. the movement of water) and potential settlement would be limited due to the confinement of these layers by less permeable silts. Therefore, the potential for liquefaction on the proposed tract poses a low risk to site development, assuming the conclusions and recommendations provided are incorporated into the final design and construction of the project. The liquefaction settlement analysis was performed to a depth of 50 feet below the existing ground surface and is presented in Table C-2. Differential settlement was taken as 1/2 of the maximum total settlement. The results of the analysis using the LiquefyPro software are given below, detailed output is provided at the end of this appendix. TABLE C-2 LIQUEFACTION SETTLEMENT ANALYSIS Boring Unsaturated Settlement (in) Saturated Settlement (in) Total Settlement (in) Differential Settlement (in) B-4 0 2.62 2.62 1.31 B-5 0.25 0.75 1.01 B-6 0.08 0.11 0.18 PERMIT NUMBER: JOB ADDRESS: FOR OFFICE USE ONLY DEPARTMENT APPROVALS REQUIRED: BUILDING: PLANNING: PUBLIC WORKS: SMWD: OCFA: YES YES YES YES YES NO NO NO NO NO INSTRUCTIONS: 1.Submit 3 sets of only the revised sheets stapled into sets (do not submit complete set of plans) 2.“CLOUD” the proposed changes on the drawings. 3.Note the page number(s) on which the revision(s) occur. 4.Provide description of proposed changes. DESCRIPTION OF PROPOSED CHANGES: PAGE # 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:TOTAL PLAN CHECKER REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: COMPANY NAME: EMAIL ADDRESS CONTACT PHONE #: ( ) APPLICANT NAME: City of San Juan Capistrano DeDevelopment Services Department 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Phone: (949) 443-6347 Email: building@sanjuancapistrano.org www.sanjuancapistrano.org/building REVISION / DEFERRED SUBMITTAL ADDING NEW M/E/P? : REVISION #: PLAN REVIEWER: SUBMITTAL DATE: TARGET DATE: YES NO FOR OFFICE USE ONLY1 CSG/PW/LAURA XXXXX 04/28/2205/08/22 4 CSG 09/28/22 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 9/28/2022 32400 Paseo Adelanto CSG #: 4212124 San Juan Capistrano, CA 92675 Agency Plan Check #: B21-1036REV01 Attn: Building Department Job Address: Tract 18148 Calle Arroyo & Paseo Tirado Status: Hours: X Plan is approved. 1st plan check 2HR Plan is approved with conditions. See remarks. 2nd plan check 1 HR Plan is approved with redlines. See remarks. 3rd plan check 1 HR Plan is approved with redlines and conditions. See remarks. 4th plan check Plan requires corrections. See attached list. Total: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations X Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter Truss Calculations Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. CSG Consultants CSG 09/28/22 B21-1036 REV 2 V1 Use menu item Settings > Printing & Title Block to set these five lines of information Title Ave;lina Job# Dsgnr: Page: LS-1 Date: 27 SEP 2021 for your program. Description .... DETAIL 5/S01 Cantilevered Retaining Wall Design ::ode: CBC 2019, ACI 318 I Criteria •I Soil Data • Retained Height = 0.50 ft Wall height above soil = 2.50 ft Slope Behind Wall = 0.00: 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 32.0 psf/ft = Height of Soil over Toe = 6.00 in Passive Pressure = 100.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads •I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 5.0 in I Earth Pressure Seismic Load Design Kh 0.200 g Lateral Load = ... Height to Toi: = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem= •Kae for seismic earth pressure Ka for static earth pressure Difference: Kae -Ka Using Mononobe-Okabe I Seed-Whitman procedure 30.0 #/ft Adjacent Footing Load 2.50 ft Footing Width 0.50 ft Eccentricity Wall to Ftg CL Dist 1.00 Footing Type Base Above/Below Soil 20.0 psf at Back of Wall Poisson's Ratio = 0.386 Added seismic base force = 0.253 0.133 I Stem Weight Seismic Load I Fp / WP Weight Multiplier = 0.170 g Added seismic base force Seismic Self-Weight acts left-to-right toward retention side. = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 20.5 lbs -29.2 lbs • \J -;. "f 's. it-I c...o '- M =---1 � �1t.o '- � \'1-'"' : 6� • -v""' ===:,,::'" .. -0 LIi\., = i&-=!-b = q P1 + 5 f\_ P, ... f>2.B¾-:: \L-p,':f ':> ,,_ � P, =? :z. �� O(U..for-�� IL\J,..J Cotv-.f J_ ,-0 �\r,...l C... R.o� t\'Dc.Ai c_,� = ¾'�"' ( �'�) ( bi-S-f;,\ �vv, == ,,=,-, u.. To-rtr1-� l.,J Co fV\.p�C\ Iv ,-...J b.f � Tut Mo� l� P-t�' ��() &'( 1)-( f£_ �{?��,t)� or T-Hfi ��,c.,� B-<:>�S. o 'f 'fr( fl. l ""t f Cu.. Of-11(£213P<Ji" f-to� 'f � '( 1l'(i. ('.'.'.i)Mf��,tt)f" a 1"ttc VVt\il(.� � f�L@uu:rs. {_, � (/ t I Ff-t Z3o 8 fl- :=: 347--°t � :>'> r� 'tt- Detail 4/SD5 page 41 detail 4/SD5 page 42 DELTA 1,2 LAn�L-l-oAbS A, ro�T--ro - &EAM corJl"F-cT1of'JS. v/4�l�::. (f>rJf) (24 f<)(o.t1t� )( tf) =-122f'-'F 'vi,,.,,,. " z is M ( 12/2) ,, 135 f'A'" ,r__v-- v��, � :: 122f\.f (12/2 ft J � 732 tt � Grcvl=aNJ Vw� � . / 35f'A l 12/2ft) :: 810 � V c.OL � 2 '-<I s 810 =405 ti\�\..� 405 # ..... Cto t=--r:) � 4050 #-FT 't /1114')c C.AU:.(AL 8 1-. '{)) f>O �T Fb=48600/900 = 54 in^3 tJ\:. 4050 #-FT L 12.-�) � 48600 #-IN S=M/Fb LS-42 PERMIT NUMBER: JOB ADDRESS: FOR OFFICE USE ONLY DEPARTMENT APPROVALS REQUIRED: BUILDING: PLANNING: PUBLIC WORKS: SMWD: OCFA: YES YES YES YES YES NO NO NO NO NO INSTRUCTIONS: 1.Submit 3 sets of only the revised sheets stapled into sets (do not submit complete set of plans) 2.“CLOUD” the proposed changes on the drawings. 3.Note the page number(s) on which the revision(s) occur. 4.Provide description of proposed changes. DESCRIPTION OF PROPOSED CHANGES: PAGE # 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:TOTAL PLAN CHECKER REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: COMPANY NAME: EMAIL ADDRESS CONTACT PHONE #: ( ) APPLICANT NAME: City of San Juan Capistrano DeDevelopment Services Department 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Phone: (949) 443-6347 Email: building@sanjuancapistrano.org www.sanjuancapistrano.org/building REVISION / DEFERRED SUBMITTAL ADDING NEW M/E/P? : REVISION #: PLAN REVIEWER: SUBMITTAL DATE: TARGET DATE: YES NO FOR OFFICE USE ONLY2 CSG/LAURA/PW 10/10/2210/19/22 X X X X X CSG 10/19/22 1 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 10/19/2022 32400 Paseo Adelanto CSG #: 4214741 San Juan Capistrano, CA 92675 Agency Plan Check #: B21-1036Rev2 Attn: Building Department Job Address: Calle Arroyo & Paseo Tirado Tract 18148 Status: Hours: X Plan is approved. 1st plan check Plan is approved with conditions. See remarks. 2nd plan check Plan is approved with redlines. See remarks. 3rd plan check Plan is approved with redlines and conditions. See remarks. 4th plan check Plan requires corrections. See attached list. Total: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter X Narrative letter Truss Calculations Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval for the Revision 2 From: Jensen Ku S.E. CSG Consultants PERMIT NUMBER: JOB ADDRESS: FOR OFFICE USE ONLY DEPARTMENT APPROVALS REQUIRED: BUILDING: PLANNING: PUBLIC WORKS: SMWD: OCFA: YES YES YES YES YES NO NO NO NO NO INSTRUCTIONS: 1.Submit 3 sets of only the revised sheets stapled into sets (do not submit complete set of plans) 2.“CLOUD” the proposed changes on the drawings. 3.Note the page number(s) on which the revision(s) occur. 4.Provide description of proposed changes. DESCRIPTION OF PROPOSED CHANGES: PAGE # 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:TOTAL PLAN CHECKER REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: COMPANY NAME: EMAIL ADDRESS CONTACT PHONE #: ( ) APPLICANT NAME: City of San Juan Capistrano DeDevelopment Services Department 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Phone: (949) 443-6347 Email: building@sanjuancapistrano.org www.sanjuancapistrano.org/building REVISION / DEFERRED SUBMITTAL ADDING NEW M/E/P? : REVISION #: PLAN REVIEWER: SUBMITTAL DATE: TARGET DATE: YES NO FOR OFFICE USE ONLY 3 CSG/ LAURA 03/09/2303/22/23 XX XXX 1 CSG 03/22/23 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 3/22/2023 32400 Paseo Adelanto CSG #: 434051 San Juan Capistrano, CA 92675 Agency Plan Check #: B21-1036Rev3 Attn: Building Department Job Address: Calle Arroyo & Paseo Tirado Tract 18148 Status: Hours: X Plan is approved. 1st plan check Plan is approved with conditions. See remarks. 2nd plan check Plan is approved with redlines. See remarks. 3rd plan check Plan is approved with redlines and conditions. See remarks. 4th plan check Plan requires corrections. See attached list. Total: Other: We have reviewed the following documents ( Digital review only): X Plans Energy Calculations Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter X Narrative letter Truss Calculations Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval for the Revision 3 From: Jensen Ku S.E. CSG Consultants 1 1 PERMIT NUMBER: JOB ADDRESS: FOR OFFICE USE ONLY DEPARTMENT APPROVALS REQUIRED: BUILDING: PLANNING: PUBLIC WORKS: SMWD: OCFA: YES YES YES YES YES NO NO NO NO NO INSTRUCTIONS: 1.Submit 3 sets of only the revised sheets stapled into sets (do not submit complete set of plans) 2.“CLOUD” the proposed changes on the drawings. 3.Note the page number(s) on which the revision(s) occur. 4.Provide description of proposed changes. DESCRIPTION OF PROPOSED CHANGES: PAGE # 1 . 2 . 3 . 4 . 5 . APPLICANT SIGNATURE DATE BUILDING REVISION FEE:TOTAL PLAN CHECKER REVIEW TIME: $86.93/HOUR - 1 HOUR MINIMUM – Per table 3.A.1 HOURS FOR OFFICE USE ONLY APPROVED BY: DATE: COMPANY NAME: EMAIL ADDRESS CONTACT PHONE #: ( ) APPLICANT NAME: City of San Juan Capistrano DeDevelopment Services Department 32400 Paseo Adelanto San Juan Capistrano, CA 92675 Phone: (949) 443-6347 Email: building@sanjuancapistrano.org www.sanjuancapistrano.org/building REVISION / DEFERRED SUBMITTAL ADDING NEW M/E/P? : REVISION #: PLAN REVIEWER: SUBMITTAL DATE: TARGET DATE: YES NO FOR OFFICE USE ONLY LS-San Juan LLC B21-1036 Shannon Whittaker Tract 18148 562-201-7475 swhittaker@landseahomes.com 4 revised rear yard wall layout to provide better backyards for lots 29 + 41-43 20 updated irrigation based off revised rear yard wall layout 33 updated planting based off revised rear yard wall layout 35 updated planting quantity based off revised rear yard wall layout 3/9/23 4 4 CSG/LAURA/PW/OCFA12/15/23 01/02/24 XXX X X 1 Lisa La From:Shannon Whittaker <swhittaker@landseahomes.com> Sent:Monday, January 29, 2024 9:49 AM To:Lisa La Subject:FW: SMWD Access - TR18148 [The e-mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi Lisa, See below for confirmation on B21-1036 approval from SMWD. Thanks! Shannon Whittaker Senior Forward Planner 7525 Irvine Center Drive, Suite 200 Irvine, CA 92618 M. 562.201.7475 www.LandseaHomes.com A publicly traded company (NASDAQ: LSEA) Environmental responsibility is a core value of Landsea Homes. Please consider the environment before printing this email. From: Marquis, Michael <michaelm@smwd.com> Sent: Monday, January 29, 2024 9:43 AM To: Shannon Whittaker <swhittaker@landseahomes.com> Subject: RE: SMWD Access - TR18148 [CAUTION: EXTERNAL EMAIL] Hi Shannon, The added landscaping and irrigation south of the walkway and north of the asphalt access lane shown on sheets 37 and 24 of the Tract 18148 landscape and irrigation plans is acceptable. Thanks. Michael Marquis, P.E. Project Engineer M: 949-433-3880 O: 949-459-6615 smwd.com 2 From: Shannon Whittaker <swhittaker@landseahomes.com> Sent: Monday, January 29, 2024 9:18 AM To: Marquis, Michael <michaelm@smwd.com> Subject: RE: SMWD Access - TR18148 ATTENTION: This email was sent from an external source. Please be careful when clicking links or attachments. Hi Mike, Please see attached for the revised plan with your comment. Let me know if you have any additional comments or are good with approval. Thanks! Shannon Whittaker Senior Forward Planner 7525 Irvine Center Drive, Suite 200 Irvine, CA 92618 M. 562.201.7475 www.LandseaHomes.com A publicly traded company (NASDAQ: LSEA) Environmental responsibility is a core value of Landsea Homes. Please consider the environment before printing this email. From: Marquis, Michael <michaelm@smwd.com> Sent: Wednesday, January 24, 2024 11:37 AM To: Shannon Whittaker <swhittaker@landseahomes.com> Subject: RE: SMWD Access - TR18148 [CAUTION: EXTERNAL EMAIL] Hi Shannon, Looks good to me, although I didn’t see where the fire access gate (note 37) was being installed. Did I miss it? One recommendation from me is that sheet 8 be revised to indicate that the equestrian fence has been removed in this area (see attached mark-up). Thanks Shannon. 3 Michael Marquis, P.E. Project Engineer M: 949-433-3880 O: 949-459-6615 smwd.com From: Shannon Whittaker <swhittaker@landseahomes.com> Sent: Tuesday, January 16, 2024 2:14 PM To: Marquis, Michael <michaelm@smwd.com> Subject: RE: SMWD Access - TR18148 ATTENTION: This email was sent from an external source. Please be careful when clicking links or attachments. Hi Mike, Can you please take a look at the attached plan and give me your okay on it for the revised planting around the turn around road. It is the revised planting and irrigation that we discussed, but the City would like you guys to review and approve. Let me know! Thanks, Shannon Whittaker Senior Forward Planner 7525 Irvine Center Drive, Suite 200 Irvine, CA 92618 M. 562.201.7475 www.LandseaHomes.com A publicly traded company (NASDAQ: LSEA) Environmental responsibility is a core value of Landsea Homes. Please consider the environment before printing this email. From: Marquis, Michael <michaelm@smwd.com> Sent: Thursday, November 2, 2023 10:06 AM To: Shannon Whittaker <swhittaker@landseahomes.com> Subject: RE: SMWD Access - TR18148 [CAUTION: EXTERNAL EMAIL] Hi Shannon, CSG 2.12.24 B21-1036 REV 4