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Home My WebLink AboutCT 13-01; Buena Vista 11; Segmental Block Retaining Wall; 2014-09-24ABI ENGINEERING CONSULTANTS, INC. DESIGN REPORT FOR SEGMENTAL BLOCK RETAINING WALLS ANCHOR VERTICA® BLOCKS Buena Vista 11 Subdivision APN 156-200-01,02, and 15 Carlsbad, California Prepared for: HOMELAND ENGINEERING 11337 Moreno Avenue Lakeside, CA 92040 September 24, 2014 Project No. 14220 ABI Engineering Consultants, Inc. 1701 E. Edinger Avenue, #A9 Santa Ana, Califomia 92705 Tel.: (888) 220-5596 Fax: (714) 866-4171 Buena Vista 11 Subdivision, Carlsbad, CA Anchor Walls Design TABLE OF CONTENTS INTRODUCTION PROPOSED WALL DESCRIPTION DESIGN METHODOLOGY SEISMIC DESIGN METHOD DESIGN PARAMETERS Soils Parameters Wall Parameters ANALYSIS 2 Static Analysis 2 Seismic Analysis 2 RECOMMENDATIONS 2 REFERENCES 3 ABI Engineering Consultants, Inc. Buena Vista 11 Subdivision, Carlsbad, CA Anchor Walls Design INTRODUCTION This report presents the design parameters, design methodology, and calculations performed to design proposed segmental block retaining walls utilizing Anchor Vertica® Blocks for Buena Vista 11 Subdivision, APN 156-200-01, 02, and 15, City ofCarlsbad, California. PROPOSED WALL DESCRIPTION Based on our review of the referenced Grading Plan for this project, two (2) segmental retaining walls are proposed for site development. The maximum height of the walls is 10 feet. DESIGN METHODOLOGY The computer code Anchor Wall® Version 6.0 developed by Anchor Retaining Wall systems is used to complete the analysis. The computer code is based on the methods presented in National Concrete Masonry Association guidelines (NCMA 2010). The National Concrete Masonry (NCMA) 3"* edition method of design of segmental block walls uses Coulomb Earth Pressure theory. Anchor Wall 6.0 program customized for use with Anchor's blocks, allows specifying choice of block types and geogrids reinforcement. The results of the analysis are included as Appendix A. The seismic intemal stability of the Anchor segmental walls was explored using Anchor Wall® 6.0, which incorporates pseudo-static rigid body approach that adopts the Mononobe-Okabe method to calculate dynamic forces (NCMA 2010). SEISMIC DESIGN METHOD The seismic intemal stability of the Anchor segmental walls was explored using Anchor Wall® 6.0, which incorporates pseudo-static rigid body approach that adopts the Mononobe-Okabe method to calculate dynamic forces (NCMA 3rd Edition). Based on the recommendations provided by Project Geotechnical Engineer (Inland Engineering Technologies) an acceleration of 0.27 g is used in the seismic analysis. DESIGN PARAMETERS Soils Parameters Based on the geotechnical recommendations received from Project Geotechnical Engineer, we have used the following design strength parameters. It is our recommendation that these parameters be checked by the Soils Engineer and select fill material with minimum parameters indicated below is used for the reinforced zone backfill. Reinforced Fill Retained Soil Foundation Soil Internal Friction Angle, (|)° 34 30 32 Cohesion, C (psf) 0 0 0 Soil Unit Weight, Y(pcf) 125 125 125 Wall Parameters Walls are designed using 12-inch deep Anchor Vertica® segmental block units. The design considered a batter of 4 degrees to the vertical. Surcharge from the slope above the wall is applied, where applicable. The embedment of the wall at the base is set to a niinimum of 0.5'or 10% of exposed wall height. The embedment depth is also adjusted to achieve minimum 5 feet day light ABI Engineering Consultants, Inc. Buena Vista 11 Subdivision, Carlsbad, CA MSE Walls Design distance from the bottom of wall. The wall embedment is incorporated in the wall elevation presented on the wall plans. Mirafi geogrid manufactured by TenCate are used for soil reinforcement in the design ofthe walls. Geogrids of other manufactures are acceptable substitutes, upon our approval. Typical cross-section of the wall, general notes for wall constmction, geogrids reinforcement schedule and design parameters are included on the drawings. The design ofthe retaining wall assumes no build-up of hydrostatic pressures within the reinforced fill zone ofthe wall. Therefore, constmction of an effective subdrain system behind the reinforced soil zone and area drain system to drain surface water away from the wall is critical to the performance of the walls. ANALYSIS The wall design is based on the following factor of safety (FS) for stability analysis of the wall. The factors of safety are for static loading conditions are indicated below and are based on the current standard of practice. Static Analysis FS Ba,seSliding= 1-5, FS Bearing Capacity^ 2.0, FS overturning^ 2.0, FS pull-out= 1-5 and FS uncertainties^ 1-5 Seismic Analysis FS sliding^ l-li FS bearing— 1-5, FS overturning— l-l^ pull-out— l-l; and FS uncertainties— l-l- The summary calculations present the data and results for each section of the wall. RECOMMENDATIONS The wall shall be constmcted per the details and geogrid reinforcement schedule based on the design calculations provided in this report, typical section, reinforcement schedule, and construction notes presented on drawings. The Anchor wall shall be constmcted per the manufacturer's recommended procedures. No substitution shall be allowed for blocks type or for the unit fill required within the units and behind the blocks. Special inspections shall be implemented during construction for wall elements and earthwork. The foundation, retained, and backfill soils shall have the minimum shear strength properties as used for design in this report. All backfill shall be placed in loose lifts not exceeding 8 inches; moisture conditioned, and compacted to a minimum of 90% of the maximum dry density determined by Modified Proctor compaction test (ASTM D1557). The project geotechnical engineer is responsible to verify the foundation soil, retained soil, and backfill soils and their strength are consistent with their geotechnical report findings and as used in the design of the wall. The compaction tests shall be performed on backfill soils for meeting the minimum densities recommended. Any changes to foundation, retained and backfill soil properties and loading conditions on the wall should be brought to our attention. The temporary excavation ABI Engineering Consultants, Inc. Buena Vista 11 Subdivision, Carlsbad, CA MSE Walls Design back-cut, grading, ground improvement, fill settlement control, and sub-drain, and surface-drainage system for the Anchor wall shall be per the Project Soils and Civil Engineer's recommendations. Any changes to grading plans that affects the wall heights and loading conditions shall be brought to our attention to verily the wall design is applicable and to verify that no design changes are necessary. REFERENCES 1. Anchor Retaining Wall Systems, Anchor Wall Version 6.0 Software Documentation, Issued in 2012. 2. ICC Evaluation Service, Inc., ES Report No. ESR-1959 for Anchor Wall Retaining Wall Systems, Reissued June 1, 2013. 3. GeoSoils, Inc., Preliminary Geotechnical Evaluation, Buena Vista 11 Subdivision, APN 156-200-01, 02, and 15, City ofCarlsbad, California, Dated March 13, 2013. 4. Lundstrom Engineering and Surveying, Inc., Grading Plan for Buena Vista 11, Carlsbad, Califomia, Dated September 4, 2014. 5. NCMA 2010, Design Manual for Segmental Retaining Walls, Third Edition, 2010. ABI Engineering Consultants, Inc. Buena Vista 11 Subdivision, Carlsbad, CA Anchor Walls Design APPENDIX A - Design Calculations ABI Engineering Consultants, Inc. project: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall A M| ANCHOR' m^Zi BUILD SOMETHING BEAUTIFUL Project Information Client Buena Vista 11 Name Buena Vista 11 Site Carlsbad, CA Revision 1 Created 8/19/2014 Standard National Concrete Masonry Association 3rd Edition Number Designer IVlodified 14220 JCW 8/19/2014 Selected Wall Unit Vertica® 4 Degree Selected Reinforcement Types 3XT - Mirafi Miragrid 3XT 5XT - Mirafi Miragrid 5XT Licensor: Anchor Wall Systems, Inc. Supplier: TenCate Geosynthetics - Mirafi Supplier: TenCate Geosynthetics - Mirafi AnchorWall® Software Version 6.0 Page 1 Printed 8/19/2014 project: 14220 - Buena Vista 11 [Rev. 1] Wall; Wall A Panel Report Date Design Standard Design Unit of Measure Selected Wall Unit Seismic PGA Soil Parameters Soil #1 at Station 0.00 August 19, 2014 National Concrete Masonry Association 3rd Edition Static and Seismic Imperial Vertica® 4 Degree 0.27 Angle Cohesion Reinforced Fill Retained Soil Foundation Soil Minimum Factors of Safety External 34.00 30.00 30.00 n/a n/a 0.00 Internal Base Sliding 1.50/1.10 Overturning 2.00/1.10 Bearing Capacity 2,00/1.10 Reinforcement Parameters Name Tult Tensile Overstress Pullout Internal Sliding RFcr RFd Mirafi Miragrid 3XT 3501.11 1.58 1.10 Weight 125,00 125.00 125.00 1.50/1.10 1.50/1.10 1,50/1.10 RFid 2.0 -flvlirafi Miragric Facing Connection Strength 1.50/1.10 Min. Anchorage Length 0.9999 LTDS Ci Cds 1,05 1918.52 0.70 0.70 Panel Details Panel Height Setback Angle Embedded Depth Analysis Results External 4,33 4.00 0,66 Back Slope Toe Slope 26,57 0,00 Base Sliding Applied bearing pressure Internal Layer Elevation 1.72/1.22 703.51/889,94 Overturning LL Surcharge DL Surcharge 0.00 0,00 Rein. Type Length 2.00 0,67 Facing Layer Elevation Mirafi Miragrid 3XT Mirafi Miragrid 3XT Rein. Type 5,00 5,00 Length 2,00 0.67 Mirafi Miragrid 3XT Mirafi Miragrid 3XT 5.00 5.00 Anchor Length 1.91 3.00 Anchor Length 1.91 3.00 4.15/2.50 Bearing Capacity Tensile Overstress Pullout 10.80/8.54 Internal Sliding 22.88/6.62 7.63/3.51 Connection Strength 7.68/1.57 5.44/1.91 5.92/4.37 3,94/2.97 12.72/2.61 4,62/1,62 Internal Compound Stability 10 Lowest Static Radius Point Entry Point 1 10 2 10 1 10 1 10 1 10 1 10 10 Lowest Seismic 1 10 2 10 1 10 1 10 1 10 1 10 Exit Point Result 1.44 2.50 2.68 3.12 3.19 3.71 1.35 2.24 2.43 2.70 2.81 3.15 Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass AnchorWall® Software Version 6.0 Page 2 Printed 8/19/2014 project: 14220 - Buena Vista 11 [Rev, 1] Wall: Wall A Panel Report Date Design Standard Design Unit of Measure Selected Wall Unit Seismic PGA Soil Parameters Soil #2 at Station 6.00 August 19, 2014 National Concrete Masonry Association 3rd Edition Static and Seismic Imperial Vertica® 4 Degree 0.27 Angle Cohesion Weight Reinforced Fill Retained Soil Foundation Soil Minimum Factors of Safety External 34.00 30.00 30,00 n/a n/a 0.00 125.00 125.00 125.00 Internal 2,0 irafi Miragrid 'Vlirafi Miragrid : Miragrid i Facing Base Sliding Overturning Bearing Capacity 1,50/1,10 2.00/1.10 2.00/1.10 Tensile Overstress Pullout Internal Sliding Reinforcement Parameters Name Tult RFcr RFd 1.50/1.10 1.50/1.10 1.50/1,10 RFid Connection Strength 1.50/1.10 Min. Anchorage Length 0 9999 LTDS Ci Cds Mirafi Miragrid 3XT 3501.11 1.58 1.10 1,05 1918.52 0.70 0.70 Mirafi Miragrid 5XT 4701.49 1.58 1.10 1,05 2576.30 0.70 0.70 Panel Details Panel Height Setback Angle Embedded Depth Analysis Results External 7.00 4.00 0.66 Back Slope Toe Slope 26.57 0.00 LL Surcharge DL Surcharge 0.00 0,00 Base Sliding 1.58/1,22 Overturning 3.35/2,35 Bearing Capacity 7.52/6 Applied bearing pressure 1.251.74/1,529,68 Internal Anchor Tensile Internal Layer Elevation Rein. Type Length Length Overstress Pullout Sliding 3 4.67 Mirafi Miragrid 3XT 7.00 1.74 16,81/5.55 7,02/1.67 4,47/3.49 2 2.67 Mirafi Miragrid 3XT 7.00 3.37 6.86/2.88 7.71/2.42 3.07/2.46 1 0.67 Mirafi Miragrid 5XT 7.00 5.00 4.79/2.35 7.61/2.88 2.34/1.90 Facing Anchor Connection Layer Elevation Rein. Type Length Length Strength 3 4.67 Mirafi Miragrid 3XT 7.00 1.74 9.35/2.22 2 2.67 Mirafi Miragrid 3XT 7.00 3.37 4.33/1.36 1 0.67 Mirafi Miragrid 5XT 7.00 5.00 3.07/1.16 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1,41 Pass 2 10 3 1.68 Pass 1 10 4 1.86 Pass 2 10 6 1.87 Pass 1 10 7 2.03 Pass 4 10 2 2.07 Pass 1 10 9 2.21 Pass 5 10 5 2.31 Pass 1 10 10 2.38 Pass 1 10 8 2.85 Pass 10 Lowest Seismic 1 10 1 1.34 Pass 2 10 3 1.55 Pass 2 10 6 1.67 Pass AnchorWall® Software Version 6.0 Page 3 Printed 8/19/2014 PVoject: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall A 1 10 4 1.70 Pass 1 10 7 1,80 Pass 1 10 9 1,92 Pass 1 10 2 1.95 Pass 1 10 10 2.04 Pass 1 10 5 2.13 Pass 1 10 8 2.47 Pass AnchorWall® Software Version 6.0 Page 4 Printed 8/19/2014 Project: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall A Panel Report Date Design Standard Design Unit of Measure Selected Wall Unit Seismic PGA Soil Parameters Soil #3 at Station 12.00 August 19, 2014 National Concrete Masonry Association 3rd Edition Static and Seismic Imperial Vertica® 4 Degree 0.27 Angle Cohesion Weight Reinforced Fill Retained Soil Foundation Soil Minimum Factors of Safety External 34.00 30.00 30.00 n/a n/a 0.00 125,00 125.00 125.00 Internal 2.0 Facing Base Sliding Overturning Bearing Capacity 1.50/1.10 2.00/1.10 2.00/1,10 Tensile Overstress Pullout Internal Sliding Reinforcement Parameters Name Tult RFcr RFd 1.50/1,10 1.50/1.10 1.50/1.10 RFid Connection Strength 1.50/1.10 Min. Anchorage Length 0.9999 LTDS Ci Cds Mirafi Miragrid 3XT Mirafi Miragrid 5XT 3501,11 4701.49 1.58 1.58 1.10 1.10 1,05 1.05 1918,52 2576.30 0.70 0.70 0,70 0.70 Panel Details Panel Height Setback Angle Embedded Depth Analysis Results External 7.67 4.00 0.66 Back Slope Toe Slope 26.57 0.00 LL Surcharge DL Surcharge 0,00 0.00 Base Sliding 1.61/1.20 Applied bearing pressure 1,382,27/1,781.95 Overturning 3.20/2.14 Bearing Capacity 6.70/5.20 Internal Anchor Tensile Internal Layer Elevation Rein. Type Length Length Overstress Pullout Sliding 4 5.34 Mirafi Miragrid 3XT 7.00 1.20 22,88/7,69 6.82/1,65 4.79/3.50 3 4.00 Mirafi Miragrid 3XT 7.00 2.29 9.69/4.16 6.88/2.22 3.68/2.76 2 2.00 Mirafi Miragrid 3XT 7.00 3.91 6,10/2.60 9.65/3.09 2,72/2,09 1 0.67 Mirafi Miragrid 5XT 7.00 5.00 4.85/2.41 8.43/3,25 2.32/1.80 Facing Anchor Connection Layer Elevation Rein. Type Length Length Strength 4 5.34 Mirafi Miragrid 3XT 7,00 1,20 12.72/3.08 3 4.00 Mirafi Miragrid 3XT 7.00 2.29 5.87/1,89 2 2.00 Mirafi Miragrid 3XT 7.00 3.91 4.16/1.33 1 0.67 Mirafi Miragrid 5XT 7.00 5.00 3.21/1.24 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1.33 Pass 10 5 1.65 Pass 1 10 3 1.66 Pass 1 10 6 1.77 Pass 1 10 8 1.89 Pass 10 4 1,94 Pass 1 10 2 1,94 Pass 1 10 10 2.08 Pass 1 10 11 2.21 Pass 1 10 7 2.30 Pass 10 Lowest Seismic 1 10 1 1.28 Pass AnchorWall® Software Version 6.0 Page 5 Printed 8/19/2014 F*roject: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall A 10 5 1.51 Pass 10 3 1.55 Pass 10 6 1.61 Pass 10 8 1.68 Pass 10 10 1.80 Pass 10 2 1.81 Pass 10 4 1.88 Pass 10 11 1.90 Pass 10 7 2,05 Pass AnchorWall® Software Version 6.0 Page 6 Printed 8/19/2014 Project: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall B Ml ANCHOR' JD^m BUILD SOMETHING BEAUTIFUL Project information Client Name Site Revision Buena Vista 11 Buena Vista 11 Carlsbad, CA 1 Created 8/19/2014 Number Designer Modified 14220 JCW 9/24/2014 standard National Concrete Masonry Association 3rd Edition Selected Wall Unit Vertica® 4 Degree Selected Reinforcement Types 5XT - Mirafi Miragrid 5XT 3XT - Mirafi Miragrid 3XT Licensor: Anchor Wall Systems, Inc, Supplier: TenCate Geosynthetics - Mirafi Supplier: TenCate Geosynthetics - Mirafi AnchorWall® Software Version 6.0 Page 1 Printed 9/24/2014 Project: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall B Panel Report Date Design Standard Design Unit of Measure Selected Wall Unit Seismic PGA Soil Parameters Soil #1 at Station 0.00 September 24, 2014 National Concrete Masonry Association 3rd Edition Static and Seismic Imperial Vertica® 4 Degree 0.27 Angle Cohesion Reinforced Fill Retained Soil Foundation Soil Minimum Factors of Safety External 34.00 30.00 30.00 n/a n/a 0.00 Internal Base Sliding 1.50/1,10 Overturning 2.00/1.10 Bearing Capacity 2.00/1.10 Reinforcement Parameters Name Tult Tensile Overstress Pullout Internal Sliding RFcr RFd Weight 125,00 125.00 125.00 rrrr — —- 2H {Mjfafi Miragrid 3XT}8.00 {rjfrafi Miragrid 3Xr;8.00 {jjiirafi Miragrid 3XT} 5.00 '.lirafi Miragrid 3XT} 8,0C Facing 1.50/1.10 1.50/1.10 1.50/1,10 RFid Connection Strength 1.50/1.10 Min. Anchorage Length 1.0000 LTDS Ci Mirafi Miragrid 3XT 3501.11 1.58 1.10 1.05 1918.52 0.70 Cds 0.70 Panel Details Panel Height Setback Angle Embedded Depth Analysis Results External 8,33 4.00 2.50 Back Slope Toe Slope 26.60 0,00 LL Surcharge DL Surcharge 0.00 500.00 Base Sliding 1.94/2.30 Applied bearing pressure 1,721.52/1,172.38 Overturning 5.25/6,56 Bearing Capacity 9.49/13.94 Internal Anchor Tensile Internal Layer Elevation Rein. Type Length Length Overstress Pullout Sliding 4 6.67 Mirafi Miragrid 3XT 8.00 2.94 6.54/6.13 4.19/2.67 4.19/5.96 3 5,33 Mirafi Miragrid 3XT 8.00 3.77 5,74/5,47 6.49/4.58 3.55/4.82 2 3.33 Mirafi Miragrid 3XT 8.00 5.01 3.77/3,63 7.91/5.95 2.93/3.73 1 1.33 Mirafi Miragrid 3XT 8.00 6.26 2.59/2.51 8.37/6.63 2.52/3.03 Facing Anchor Connection Layer Elevation Rein. Type Length Length Strength 4 6.67 Mirafi Miragrid 3XT 8.00 2.94 18,17/2.32 3 5.33 Mirafi Miragrid 3XT 8.00 3,77 8.39/2.46 2 3.33 Mirafi Miragrid 3XT 8.00 5.01 4.77/1.93 1 1.33 Mirafi Miragrid 3XT 8.00 6.26 3.10/1.55 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1.47 Pass 3 9 3 1.67 Pass 6 9 2 1.83 Pass 1 10 4 1.83 Pass 5 8 6 1.88 Pass 1 8 7 2.04 Pass 10 9 5 2.16 Pass 1 7 9 2.33 Pass 1 10 8 2.65 Pass 1 7 11 2.87 Pass 10 Lowest Seismic 1 10 1 1.38 Pass 3 9 3 1.55 Pass AnchorWall® Software Version 6.0 Page 2 Printed 9/24/2014 I^roject: 14220 - Buena Vista 11 [Rev. 1] Wall: Wall B 1 10 4 1,68 Pass 3 7 6 1.71 Pass 6 9 2 1.83 Pass 1 8 7 1,83 Pass 1 7 9 2.05 Pass 1 10 5 2.10 Pass 1 10 8 2.36 Pass 1 6 11 2.47 Pass AnchorWall® Software Version 6.0 Page 3 Printed 9/24/2014