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Home My WebLink AboutCT 05-12; Ocean Street Residences; DESIGN CALC FOR ALLAN BLOCK GREEN SLOPE; 2013-05-13ABI ENGINEERING CONSULTANTS, INC. •pUM+nloW LO,ii DESIGN CALCULATIONS FOR ALLAN BLOCK GREEN SLOPE Ocean Street Residences 2303 Ocean Street Carlsbad, Ca CT05-12, DWG 476-94 Prepared for: Koloa Pacific Construction, Inc. 12527 Kirkham Court Poway, CA 92064 May 13, 2013 Project No. 13129 ABI Engineering Consultants, Inc. 1701 E. Edinger Ave., Ste A9 Santa Ana, CA 92705 Tel: (888) 220-5596 Fax: (714) 866-4171 r- 9 o ^ /77/^ Co o C 6 o IU fL TABLE OF CONTENTS PURPOSE PROPOSED WALLS DESCRIPTION DESIGN METHODOLOGY DESIGN PARAMETERS Soils Parameters Wall Parameters Static Analysis: 2 RECOMMENDATIONS 2 REFERENCES 3 APPENDIX -Design Calculations 1 PURPOSE The purpose of these calculations is to provide a basis for design of segmental retaining wall using Allan Green Blocks proposed along the northem property limit of Ocean Street Residences at 2303 Ocean Street, Carlsbad, CA. PROPOSED WALLS DESCRIPTION The grading plan (MDS) provided for the project shows one plantable retaining wall proposed along the northem perimeter of the property. The wall is approximately 520' long and has maximum exposed height of 6'. DESIGN METHODOLOGY The computer code ABWalls 10 Version 10.3.1 developed by Allan Block Corporation is utilized for the design of the wall. The computer code is based on the methods presented in National Concrete Masonry Association guidelines (NCMA 1997). The NCMA method of design of segmental block walls uses Coulomb Earth Pressure theory. AB Walls 10 program is customized for use with Allan Blocks and allows specifying choice of block types and geogrids reinforcement. The results of the analysis are included in Appendix A. The analysis was performed for different heights and surcharge conditions, as applicable. The seismic intemal stability of the Allan Block segmental wall was explored using AB Walls 2000, which incorporates pseudo-static rigid body approach that adopts the Mononobe-Okabe method to calculate dynamic forces (NCMA 1998). An acceleration of 0.3g was used in the seismic analysis. DESIGN PARAMETERS Soils Parameters Based on the recommendations of the project geotechnical engineer (Advanced Geotechnical Solutions), we have used the following minimum strength parameters. It is our recommendation that select fill material with the parameters indicated below are used for the reinforced zone backfill. Reinforced Fill Foundation and Retained soils Intemal Friction Angle, (j) ° 33 32 Cohesion, C (psf) 0 0 Soil Unit Weight, Y(pcf) 125 125 Wall Parameters The calculations assume 12-inch deep Allan Block Green units. A wall batter of 15 degrees to vertical is used. The wall is designed to have level grade at the top. . Fortrac 35/20-20 geogrids or Mirafi 3XT geogrids can be used for geogrids reinforcement. Typical cross-sections of the wall, wall profiles, and general notes for wall constmction, and design parameters are included on the drawings. Ocean Street Residences, Carlsbad, CA Allan Green Block Wall Design The design of the retaining walls 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 is critical to the performance of the wall. Any back-cut drain required shall be determined by the project geotechnical engineer and shall be installed per the direction of the project geotechnical engineer. Areas drains shall also be installed and be functional at all times to divert surface water away and around the wall, so the wall backfill will not get saturated. Any planting shall be low water consumption with controlled irrigation to there is no moisture infiltration in to the wall backfill. ANALYSIS: The wall design is based on the following factor of safety (FS) for stability analysis of the walls. The factors of safety are for static loading conditions are indicated below and are based on the current standard of practice. Static Analysis: FS Base Sliding— 1-5, FS Bearing Capacity^ 2.0, FS overturning— 2.0, FS pull-out= 1-5 and FS uncertainties^ 1.5 Seismic Analysis: FSsii(iing= 1.1, FSbearing— 1.5, FSovertuming— 1.5, FSpQii_out= 1.1, Snd FSuncertainties— l-l- Seismic analysis was performed for a peak ground acceleration seismic coefficient of 0.25 g. The appendix includes calculations summary for the wall with level grade and with a 5' high 2:1 slope. The summary calculations present the data and results for each representative section of the wall. RECOMMENDATIONS The wall(s) shall be constmcted per the details and geogrid reinforcement schedule based on the design calculations provided in this report, typical section, reinforcement schedule, and constmction notes presented on drawings. The Allan Block walls shall be constmcted per the manufacturer's recommended procedures. 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 6- to 8-inches, moisture conditioned and compacted to a minimum of 90% of the maximum dry density determined by Modified Proctor compaction test (ASTM D1557-91). 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 walls. 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 walls should be brought to our attention. The temporary excavation back-cut, grading, ground improvement, and sub-drain and surface-drainage system for the Allan Block walls 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 verify the wall design is applicable and to verify that no design changes are necessary. ABI ENGINEERING CONSULTANTS. INC. 1701 E. Edinger Avenue. Suite A9. Santa Ana, CA 92705 Tel.: (888) 220-5596 Fax:(714)866-4171 E-Mail: abi@abiconsultants.com Memo To: Brandon McMorran, Koloa Pacific From: Daya Bettadapura CC: Date: May 14,2013 Re: Response to Plan Check Review Comments DatedMay6 2, 2013 Ocean Street Residences - Allan Green Wall We have reviewed the comments on the plans and calculations from the City of Carlsbad on the submittals for the subject project. The revised plans and calculations report are attached. Our responses are as below: Plans: The attached plans, Sheet 18 of 21 has the revised Typical Section indicating geogrid type. This section was provided as a typical section to show the elements of the wall, however, per this redline comment we have indicated the type of geogrids reinforcement. Please follow the geogrids schedule shown the elevation view of the wall on Sheet 18 of 21. Calculations Report: The segmental walls design follows NCMA Guidelines document referred to in the calculations report (see references). Per this document, for heavy traffic loads, and fire lanes, the recommended live load is 250 psf. Although the geogrids lengths are less than 7' for sections of the wall, we have provided uniform geogrids length for ease of construction, as this would also result in a conservative design of the wall. Regarding other comments related to various calculations tables, the intemal stability calculations indicate that the wall has adequate factors of safety for sliding, overtuming and bearing capacity, which is the requirement for a satisfactory wall design. We have removed the Intemal Compound Stability analysis results from the report as it is not relevant to design of the wall in this project. If you have any questions regarding this memo, please contact me at (888) 220-5596. Ocean Street Residences, Carlsbad, CA Allan Green Block Wall Design REFERENCES 1. Advanced Geotechnical Solutions, Inc., Grading Plan review for Ocean Street Residences, Carlsbad, CA, Dated March 19, 2013. 2. Allan Block Engineering Manual, Allan Block Corporation. 3. ICBO Evaluation Service, ER -5087, Allan Block Retaining Wall System, Reissued July 1, 2008. 4. NCMA 2010, Design Manual for Segmental Retaining Walls, Third Edition, 2010. 5. RBF Consulting, Precise Grading Plan review for Ocean Street Residences, Carlsbad, CA, Dated Febmary 20, 2013. APPENDIX -Design Calculations 26.5 22.5 67.5 26.5 23.2 19.8 16.4 13 9.6 6.3 , 45 21.66 15 14.16 0 19.78 12.33 11.66 47.25 19.16 12.33 11.66 81 Top: Grade: Bottom: Station: Elevation View Section 1 2 3 4 5 Top 21.66 21.03 20.41 19.78 19.16 Grade 13.99 13.73 12.84 12.33 12.33 Bottom 13.53 12.91 12.28 11.66 11.66 Sta. Cut 6.75 22.5 38.25 63 65.25 Sta. End 9 24.75 40.5 65.25 108 t3.° Q 1 01 _g U) c (U (U 1_ DQ < ; c '<J> CO < Z <-> 5, .. — 0) iS E (U (D 5 CL Q Q Page #: 13 87.8 26.5 23.2 110.2 155.2 26.5 23.2 19.8 16.4 13 110.2 155.2 9.6 6.3 18.53 11.67 11.03 132.75 18.53 11 10.41 146.25 Top: Grade: Bottom: Station: Elevation View Section 5 6 Top 19.16 18.53 Grade 12.33 11 Bottom 11.66 10.41 Sta. Cut 65.25 176.62 Sta. End 108 178.88 (U 'tfi 0) <u l_ 4-. I/) c ID <U U O oi E ro ti .2 e 8 Q. _l a. o m c OJ <u CQ < L ' (U L .D <u F <u .c CJl c UJ I—I CO < . _ 0) ra 5" 5 it OJ o c l/i 4-1 (U ra Q O Page #: 14 175.5 26.5 198 220.5 8 16.4 13 9.6 Top: Grade: Bottom: Station: 243 26.5 23.2 19.8 16.4 13 9.6 6.3 10.41 209.25 Elevation View Section 6 7 8 Top 18.53 17.91 17.28 Grade 11 11 10.67 Bottom 10.41 10.41 9.78 Sta. Cut 176.62 178.88 268.88 Sta. End 178.88 230.62 272.25 5 F (U Q. O to c 01 0) I- (5 CO < L OJ ^ 0) P ll - ^ Z u Si, ra = -Si, Q ISO. ^ C 4J O U •— fn CO it- o _] Ci 2g Qt O c OJ ra Q Q Page #: 15 263.2 26.5 23.2 330.8 19.8 16.4 13 9.6 23.2 19.8 16.4 13 330.8 16.66 10.55 9.78 289.12 16.66 10.55 9.78 324 Top: Grade: Bottom: Station: Elevation View Section 8 9 Top 17.28 16.66 Grade 10.67 10.65 Bottom 9.78 9.78 Sta. Cut 268.88 272.25 Sta. End 272.25 388.12 ra 5 01 CL _o 10 c a, iS 2 fl) ra g CL Q Q Page #: 16 26.5 23.2 19,8 40 Top: Grade: Bottom: Station: Elevation View Section 9 10 Top 16.66 16.03 Grade 10.65 10.55 Bottom 9.78 9.78 Sta. Cut 272.25 388.12 Sta. End 388.12 484.88 01 CL _g to c <v 2 Ol c Ol c m < o 5, <u L' .o E 5 E ro -g =J 2 c |2 tj.2itj •Si, ro = -Si, o y ra o • I § CL fl) o c .g* ij (/I 4-* 0) ro O Q Page #: 17 438.8 26.5 23.2 461.2 483.8 506.2 19.8 16.4 438.8 461.2 506.2 16.03 10.55 9.78 450 16.66 10.55 9.78 522 Top: Grade: Bottom: Station: Elevation View Section 10 11 Top 16.03 16.66 Grade 10.55 10.55 Bottom 9.78 9.78 Sta. Cut 388.12 522 Sta. End 484.88 522 c 01 •g Ul S: A-t OJ OJ c ro OJ u O c g Q I OJ CL O to c OJ 2f ta CO < OJ 01 .c Dl CQ < _i c:! 2^ OJ OJ E Z tj - _ OJ .5" iJ — '^r t/j 4-» 5 E 01 ra 5 Q. Q Q Page #: 18 Section Notes 2.1 ft 6 ft Fortrac 35/20-20 Fortrac 55/30-20 — • • Fortrac 55/30-20 Wail Design Varabies AB Green Slope Maximum Section Height 8.12 ft Total Wall Height 8.12 ft Block Height 0.625 ft Angle of Setback 15 Deg. Depth of Block 0.97 ft Length of Block 2.25 ft Surcliarge Parameters 25Q psf Live Load @ 3.1 ft (Distance measured from toe of wall] Safety Factors Static External Actual Sliding 3.89 >= 1.? Actual Overturning 8.41 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.3 Actual Sliding 2.22 >= 1.125 Actual Overturning 4.3 >= 1.5 Infill Soil Friction Angle 32 Deg. Unit Weight 125 pcf Retained Soil Friction Angle 32 Deg. Unit Weight 125 pcf Foundation Soil Friction Angle 32 Deg. Unit Weight 125 pcf Cohesion 0 per Bearing Capacity Factor of Safety 5.12 Internal Compound Stability Factor of Safety 1.9 Course Number 1 Section Section 0 ft - 9 ft 1 of 11 Base Information: Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Geogrid Information: 6 X Fortrac 35/20-20 @ 6 ft Number Of Geogrid 6 Allan Block Disclaimer: Allan Block provides this software as a service for Its clients. The sole purpose of this software Is to assist engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and engineering principles found In the Allan Block Engineering Manual. (Refer to R09a4 and supporting references ) It is the responsibility of the engineer of record to determine the propriety and accuracy of Input parameters and to review and verify the correctness of the results. ALLAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY UABILITY OR RESPONSIBILfTY FDR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OFTHIS SOFTWARE. This software only considers Internal, external and internal compound stability of the reinforced composite mass. The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 * H or He + L, whichever is greater. This program DOES NOT address global stability defined as soil stabllitv below the base material and beyond the limits for intemal compound stebility. Global Stability should be evaluated to determine if the overall site Is stable. It is the responsibility of the owner to ensure the global stability is analyzed. The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical engineering finn contracted by the owner should provide a full global stability opinion of the site induding the effects on the segmental retaining wall, AB Walls 10 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for the projea conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site condition. The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of tfie structure. In the event additional water is introduced into tne general wall area either above or below ^rade, any designs from this software would be invalid unless otherwise noted by the enginear of record. It ts also recommended that an independent assessment of the foundation soil for settlement potential and wall deflections for the proposed structure be performed. Changes In the subsoil conditions are not included In this software. These additional potential failure modes should be evaluated by the engineer of record prior to Initiating wall construction and may require site inspection by the on-site soils engineer All Insta lations must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideration of intemal, extemal and internal compound stability of the reinforced composite mass are provided on the software disc. These files are to be configured so that the engineer of record can evaluate the output of the software. Individual equations mav be altered at the discretion or the engineer of record. to 01 Q. o to c OJ Si t3 CD < Ol .c 'i_ flJ OJ c OQ < ra ^ c tj .° .Si, IS o y 1- o Q 1 .. O " OJ _i E:; Z u 5, .. _ OJ .0> (U — "IT Ul 4-» iS £ OJ ro g CL Q Q Page #: 19 Wali Design Varabies Kai = Active Earth Pressure Coefficient Infill = 0.183 Kar = Active Earth Pressure Coefficient Retained = 0.183 H = Wall Height = 8.12 ft He = Effective Height = 8.12 ft HeJ = Effective Height = 8.12 ft = Slope = 0 Deg. int = Effective Slope = 0 Deg. ext = Effective Slope = 0 Deg. Internal Design Calculations (Static) Section: 1 Setback = Beta Angle = 14.63 Deg. Wf = Weight of Facing = 985.94 plf Wt = Total Weight = 6260.29 plf Fa = Active Force = 754.66 plf Fav = Vertical Force = 274.54 plf Fah = Horizontal Force = 702.95 plf Fr = Resistance Force = 4083.41 plf Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Blocli Factor Safety Pullout Soil Efficiency 6A 20.41 6 144.13 881.33 9.17 10.05 4.78 16.35 5A 19.78 6 92.96 881.33 14.22 15.88 10.42 10.55 4A 18.53 6 153.07 881.33 8.64 10.01 10.48 17.37 3A 17.28 6 186.34 881.33 7.09 8.52 12.55 21.14 2A 16.03 6 219.62 881.33 6.02 7.48 14.45 24.92 lA 14.78 6 252.9 881.33 5.23 6.72 16.25 28.69 Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 6 ft Wall Design Varabies Ao = Seismic Coefficient = 0.3 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.26 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.26 Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 0.12 DFdyn = Dynamic Earth Force = 309.41 DFdynh = Dynamic Earth Force Horizontal = 288.21 DFdynv = Dynamic Earth Force Vertical = 112.56 Pir = Seismic Internal Force = 535.88 plf Hir = Seismic Internal Force Location = 4.06 ft Internal Design Calculations (Seismic) Section; 1 Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 6A 20.41 6 254.86 1889.26 8.15 5.68 1.49 13.49 5A 19.78 6 140.42 1889.26 14.8 10.51 4.25 7.43 4A 18.53 6 216.35 1889.26 9.61 7.08 5.41 11.45 3A 17.28 6 249.62 1889.26 8.33 6.36 7.71 13.21 2A 16.03 6 282.9 1889.26 7.35 5.81 10.12 14.97 lA 14.78 6 316.17 1889.26 6.57 5.38 12.6 16.74 Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 6 ft m 5 01 Q. _o tn c 0) 0) CQ < Dl C '\_ 0) 0) c cn c LU S < . .P ^ c 4-1 O U • — OJ ^ ™ ro ° y 1- o Q I o OJ _j Z u E, .. _ OJ .o^ 01 — U) 4-» ro o OJ ro 5 Q- Q Q Page #: 21 Section Notes 2.1 ft 6 ft Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 55/30-20 Wall Design Varabies AB Green Slope Maximum Section Height 8.12 ft Total Wall Height 8.12 ft Block Height 0.625 ft Angle of Setback 15 Deg. Depth of Block 0.97 ft Length of Block 2.25 ft Surcharge Parameters 250 psf Uve Load @ 3.1 ft [Distance measured from toe of wall] Safety Factors Static External Actual Sliding 3.89 >= 1.5 Actual Overturning 8.41 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.3 Actual Sliding 2.22 >= 1.125 Actual Overturning 4.3 >= 1.5 Infill Soil Friction Angle 32 Deg. Unit Weight 125 pcf Retained Soil Friction Angle 32 Deg. Unit Weight 125 pcf Foundation Soil Friction Angle 32 Deg. Unit Weight 125 pcf Cohesion 0 pcf Bearing Capacity Factor of Safety 6.09 Internal Compound Stability Factor of Safety 1.91 Course Number 0 Section 2 of 11 Section 9 ft - 24.8 ft Base Information: Base Width: 2ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Geogrid Information: 5 X Fortrac 35/20-20 @ 6 ft Number Of Geogrid 5 Allan Block Disclaimer: Allan Blodc provides this software as a service for its dients. The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and engineering principles found in the Allan Block Engineering Manual. (Refer to R0904 and supporting references.) It is the responsibility of the engineer of record to determme the propriety and accuracy of input parameters and to review and verify the correctness ofthe results, ALLAN BLOCIC CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY UABIUTY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OFTHIS SOFTWARE. This software only considers Intemal, external and intemal compound stability ofthe reinforced composite mass. The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 • H or He + L, whichever is greater. This program DOES NOT address global stability, defined as soil stability below the base material and beyond the limits for intemal compound stability. Global Stability should be evaluated to determine if the overall site is stable. It is the responsibility of the owner to ensure the global stability is analyzed. The engineer of record must evaluate the project site for proper water management and alt potential modes of failure within the segmental retaining wall evaluation zone. The geotedinical engineering firm contracted by the owner should provide a fuM global stability opinion ofthe site including the effects on the segmental retaining wall. AB Walls 10 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site condition. The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of tfie structure. In the event additional water is introduced into trie general wall area, either above or below grade, any designs from this software wouM be invalid unless otherwise noted by the engineer of record. It ts also recommended that an independent assessment of the foundation soil for settiement potential and waH deflections for the proposed structure be performed. Changes in the subsoil conditions are not included in this software. These additional potential failure modes should be evaluated by the engineer of record prior to initiating wall construction and may require site inspection by the on-site soils engineer. All installations must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideratnn of intemal, extemal and Intemal compound stability of the reinforced composite mass are provided on the software disc. These files are to be configured so that the engineer of record can evaluate the output of the software. Indwidual equations may be altered at the discretion of the engineer of record. ro <u Q. O l/l c <u <u CD tn < ; C OJ OJ cn c CD < O 1 rsi A-* o c u .9 OJ -fcl ^ ro o y Q I OJ E ll ^2 3 . OJ O c s,— ' 5 2 01 ra g CL Q Q _ Ol .Si' (u Page #: 24 Wall Design Varabies Kai = Active Earth Pressure Coefficient Infill = 0.183 Kar = Active Earth Pressure Coefficient Retained = 0.183 H = Wall Height = 8.12 ft He = Effective Height = 8.12 ft HeJ = Effective Height = 8.12 ft = Slope = 0 Deg. Jnt = Effective Slope = 0 Deg. _ext = Effective Slope = 0 Deg. Internal Design Calculations (Static) Setback = Beta Angle = 14.63 Deg. Wf = Weight of Facing = 985.94 plf Wt = Total Weight = 6260.29 plf Fa = Active Force = 754.66 plf Fav = Vertical Force = 274.54 plf Fah = Horizontal Force = 702.95 plf Fr = Resistance Force = 4083.41 plf Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 6 ft Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 5A 19.16 6 173.03 881.33 7.64 8.37 3.98 19.63 4A 17.91 6 136.43 881.33 9.69 11.03 9.34 15.48 3A 16.66 6 169.71 881.33 7.79 9.19 11.54 19.26 2A 15.41 6 202.98 881.33 6.51 7.96 13.52 23.03 lA 14.16 6 366.85 881.33 3.6 4.56 9.89 41.63 ITJ g 01 O. _g (f) c O) Ol s_ (J CO < Ol c 'l-01 01 tz CD 01 E ra tJ .2 .2i,ro e 8 Q I 01 n 01 3 7; OJ o z u ^ f OJ bi — JT' tn JJ ™ P OJ ra 5 Q. 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"Ao n' ^T3 ft -.0 fll 301 =; 30. fll ^@ 3 ft s- ID oil-' ^ JTotEoial ^ 1° 31 bo SL o a Ul lE' 3 < fll fll ff (D tfl Project Name: Ocean Street Residences Location: Wall Number: AB Green Slope wall Project Number: Designer: RJL for ABI Engineering Date: 04/11/2013 no3> o 1 1 1 ID QJ -I \ ID M 3 o a l—O o 5 "1 -1 vo ttl 01 in n QUJUJ ro 99 30 |g Gsr ff T O 3 SL vo o It tfl Ifl' 3 mo f» it« u Sig n tt — — o'o- 01 3 tt. o 3 Ul tf) S (t 3 o lOlfl •O H Sl o •O fll It OTI « G ft? tfl y •OTI I? W QJ •OTI O % =:(t 3 n 5' 3 XXX ll,"'"' 11 A- in'- 11 II " "> ^ro Irt (ys cniQ I ro II T3 in rt • ro ^-"^ 00 '• 00 o tl'" ^ II CTi;=F chbo 00°= CO 31 07;;^ • QJ QJ Sll II >^ ftft ro ro QJ Ql si ro ro np ° 2 ro ro =S3! Q- 0 roro 22 ro rt, D II ro -n-n-n-n < < cn -I ttl ttl Ql rt ^ro II CT ^ 11 II °> f x<^^|S- o ro d rt ro vn • ;T. < QJ_iQ-3 ° ttl -n^'^fo n 2. —o ro o rt rosr-Ti?^i5--°' -n —° ro =r^> ^ o S II „ D.,D cn ">S II S-l^iQ™ I-PfiI" VD O Ln ' VJ •„ C^UJS-E^I^S oouj^o^fei^ -oro •O rt, ^jVQ Project Name: Ocean Street Residences Location: Wall Number: AB Green Slope wall Project Number: Designer: RJL for ABI Engineering Date: 04/11/2013 Wall Design Varabies Ao = Seismic Coefficient = 0.3 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.26 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.25 Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 0.12 DFdyn = Dynamic Earth Force = 221.53 DFdynh = Dynamic Earth Force Horizontal = 206.35 DFdynv = Dynamic Earth Force Vertical = 80.59 Pir = Seismic Internal Force = 386.38 plf Hir = Seismic Internal Force Location = 3.44 ft Internal Design Calculations (Seismic) Section: 9 Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 5A 14.78 5 242.92 1889.26 8.55 5.96 1.28 12.86 4A 14.16 5 135.31 1889.26 15.36 10.91 3.74 7.16 3A 12.91 5 209.52 1889.26 9.92 7.31 4.94 11.09 2A 11.66 5 242.8 1889.26 8.56 6.54 7.18 12.85 lA 10.41 5 276.07 1889.26 7,53 5.95 9.55 14.61 Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 5 ft Section Notes 1.6 ft 5ft Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 55/30-20 Wall Design Varabies AB Green Slope Maximum Section Height 6.25 ft Total Wall Height 6.25 It Block Height 0.625 ft Angle of Setback 15 Deg. Depth of Block 0.97 ft Length of Block 2.25 ft Surcharge Parameters 250 psf Uve Load @ 3.1 ft (Distann measurwJ from toe of wall) Safety Factors Static External Actual Sliding 3.84 >= 1.5 Actual Overturning 8.62 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.3 Actual Sliding 2.27 >= 1.125 Actual Overturning 4.65 >= 1.5 Infill Soil Friction Angle 32 Deg. Unit Weight 125 pcf Retained Soil Friction Angle 32 Deg. Unit Weight 125 pcf Foundation Soil Friction Angle 32 Deg. Unit Weight 125 pcf Cohesion 0 pcf Bearing Capacity Factor of Safety 7.76 Internal Compound Stability Factor of Safety 1.88 Course Number 6 Section 10 of 11 Section 388.1 ft - 484.9 ft Base Information: Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Geogrid Information: 4 X Fortrac 35/20-20 @ 5 ft Number Of Geogrid 4 Allan Block Disclaimer: Allan Block provides this software as a service for Its dients. The sole purpose of this software is to assist engineer? in the design of mechanicalty stabilized retaining walls. The software uses evaluation techniques and engineenng principles found in the Allan Block Engineering Manual. (Refer to R0904 and supporting references.) It is the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the resutts. ALLAN BLOCK CORPORATTON, FTS LICENSEES OR AGENTS DO NOT ASSUME ANY LXABILTTY OR RESPONSIBILTTY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. This software only considers intemal, extemal and internal compound stability of the reinforced composite mass. The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than Z • H or He + L, whichever Is greater. This program DOES NOT address global stability, defined as soil stability below the base matenal and beyond the limits for intemal compound stability. Qobal Stability should be evaluated to determine if the overall site is stable. It is the responsibility of the owner to ensure the global stability is analyzed. The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical engineering firm contracted by the owner should provide a full global stability opinion of the site including the effects on the segmental retaining waH. AB Walls 10 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site condition. The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure. In the event additional water is introduced into the general wall area, either above or below grade, any designs from this software would be invalid unless otherwise noted by the engineer of record. It is also recommended that an independent assessment of the foundabon soil for settlement potential and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not included in this software. These additional potential failure modes should be evaluated by the engineer of record prior to initiating wall construcbon and may require site inspection by the on-ste soils engineer. All installations must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideration of intemal, extemal and Intemal compound stebility of the reinforced composite mass are provided on the software disc. These files are to be configured so that the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. OJ Q. _o if) c (U (U 1_ u ca < 01 01 c Ol c CD < OJ E ra tJ .2 o y 1- o Q I OJ E .2 A^ £2^ 3 . OJ o 5 Q. Q Q Page #: 64 Wall Design Varabies Kai = Active Earth Pressure Coefficient Infill = 0.183 Kar = Active Earth Pressure Coefficient Retained = 0.183 H = Wall Height = 6.25 ft He = Effective Height = 6.25 ft He_i = Effective Height = 6.25 ft = Slope = 0 Deg. Jnt = Effective Slope = 0 Deg. .ext = Effective Slope = 0 Deg. Internal Design Calculations (Static) Section: 10 Setback = Beta Angle = 14.63 Deg. Wf = Weight of Facing = 758.42 plf Wt = Total Weight = 4034.36 plf Fa = Active Force = 446.54 plf Fav = Vertical Force = 162.45 plf Fah = Horizontal Force = 415.95 plf Fr = Resistance Force = 2622.46 plf Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 4A 14.16 5 173.03 881.33 7.64 8.37 3.45 19.63 3A 12.91 5 136.43 881.33 9.69 11.03 8.21 15.48 2A 11.66 5 169.71 881.33 7.79 9.19 10.27 19.26 lA 10.41 5 202.98 881.33 6.51 7.96 12.15 23.03 Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 5 ft fD g O) Q. O CO 0) <u 01 0) CD CQ < .2, ra V- O Q I CQ •rl O OJ _| fN 5 Q. Q Q Page #: 65 Wall Design Varabies Ao = Seismic Coefficient = 0.3 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.26 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.26 Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 0.12 DFdyn = Dynamic Earth Force = 183.09 DFdynh = Dynamic Earth Force Horizontal = 170.54 DFdynv = Dynamic Earth Force Vertical = 66.61 Pir = Seismic Internal Force = 320.78 plf Hir = Seismic Internal Force Location = 3.12 ft Internal Design Calculations (Seismic) Section: 10 Mi f f Fr Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 4A 14.16 5 279.12 1889.26 7.45 5.19 1.36 14.77 3A 12.91 5 189.47 1889.26 10.97 7.94 4.55 10.03 2A 11.66 5 222.75 1889.26 9.33 7 6.85 11.79 lA 10.41 5 256.03 1889.26 8.12 6.31 9.27 13.55 Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 5 ft QJ _ 5 ra l/l > OJ ^ OJ 4-1 °- ^ V) C OJ ra f n QJ C-l 01 01 U E E ra -2 3 2 E I 2 tl .2 i ti — -Si ra o 0) Q) QJ •!;; f-. ra o y 1- o _1 IN X 01 o c - 2i •- oi l/l 4-» OJ ro Q Q Page #: 66 Section Notes 1.8 ft 5ft 250 psf Uve Load miiA Fortrac 35/20-20 Fortrac 55/30-20 Fortrac 55/30-20 Wall Design Varabies AB Green Slope Maximum Section Height 6.88 ft Total Wall Height 6.88 ft Block Height 0.625 ft Angle of Setback 15 Deg. Depth of Block 0.97 ft Length of Block 2.25 ft Surcharge Parameters 250 psf Live Load (g) 3.1 ft (Distance ineasured from toe of wall) Safety Factors Static External Actual Sliding 3.64 >= 1.5 Actual Overturning 7.67 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.3 Actual sliding 2.12 >= 1.125 Actual Overturning 4.06 >= 1.5 Infill Soil Friction Angle 32 Deg. Unit Weight 125 pcf Retained Soil Friction Angle 32 Deg. Unit Weight 125 pcf Foundation Soil Friction Angle 32 Deg. Unit Weight 125 pcf Cohesion 0 pcf Bearing Capacity Factor of Safety 7.02 Internal Compound Stability Factor of Safety 1.96 Course Number 1 Section 11 of 11 Section 484.9 ft - 522 ft Base Information: Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Geogrid Information: 5 X Fortrac 35/20-20 @ 5 ft Number Of Geogrid 5 Allan Block Disclaimer: Allan Block provides this software as a service for Its clients. The sole purpose of this software is to assist engineers in the design of mechanically stabilized retaining walls. The software uses evaluation techniques engineering principles found in the Allan Block Engineering Manual. (Refer to RC904 and supporting referei It (5 the responsibility of the engineer of record to determine the propriety and accuracy of input parameters and to review and verify the correctness of the results. ALLAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY UABILITY OR RESPONSIBILITY FOB DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. This software only considers internal, external and internal compound stability of the reinforced composite mass. The internal compound stability calculations are limited to an evaluation zone above the base material and back no further than 2 - H or He -t- L, whichever Is greater. This program DOES NOT address global stability defined as soil stability below the base material and beyond the limits for internal compound stability. Global Stability should be evaluated to determine If the overall site is stable. It is the responsibility of the owner to ensure the global stability is analyzed. The engineer of record must evaluate the project site for proper water management and all potential modes of failure within the segmental retaining wall evaluation zone. The geotechnical engineering firm contracted by the owner should provide a full global stability opinion ofthe site including the effects on the segmental retaining wall. AB Wails ID contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for the project conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site condition. The final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure. In the event additional water is introduced into the general wall area either above or below grade, any designs from this software would be invalid unless otherwise noted by the engineer of record. It is also recommended that an independent assessment of the foundation soil for settlement potential and wall deflections for the proposed structure be performed. Changes in the subsoil conditions are not Included in this software. These additional potential failure modes should be evaluated by the engineer of record prior to initiating wall construction and may require site Inspection by the on-site soils engineer All InstallationE must conform to tbe Allan Block Spec Book. (Refer to R0901), MathCAD files for hand calculations to support the software's consideration of Intemal, external and intemal compound stability of the reinforced composite mass are provided on the software disc. These files are to be configured so that the engineer of record can evaluate the output of tbe software. Individual equations may be altered at the discretion of the engineer of record. OJ CL cn < CTl C 1— QJ 01 C CQ < OJ L -Q 91 E z-^Ez tl -2 z ti ra = .9!, o y ro o 1- o > 1-0 I s Q- QJ O c ii tn £j 01 ro Q Q Page #: 69 Wall Design Varabies Kai = Active Earth Pressure Coefficient Infill = 0.183 Kar = Active Earth Pressure Coefficient Retained = 0.183 H = Wall Height = 6.88 ft He = Effective Height = 6.88 ft HeJ = Effective Height = 6.88 ft = Slope = 0 Deg. Jnt = Effective Slope - 0 Deg. ext = Effective Slope = 0 Deg. Internal Design Calculations (Static) Section: 11 Setback = Beta Angle = 14.63 Deg. Wf = Weight of Facing = 834.26 plf Wt = Total Weight = 4437.79 plf Fa = Active Force = 540.32 plf Fav = Vertical Force = 196.56 plf Fah = Horizontal Force = 503.3 plf Fr = Resistance Force = 2895.87 plf Geogrid Legend A - Fortrac 35/20-20 B - Fortrac 55/30-20 C - Fortrrac 55/30-20 Min. Length of Geogrid: 5 ft Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 5A 14.78 5 144.13 881.33 9.17 10.05 3.88 16.35 4A 14.16 5 92.96 881.33 14.22 15.88 8.56 10.55 3A 12.91 5 153.07 881.33 8.64 10.01 8.78 17.37 2A 11.66 5 186.34 881.33 7.09 8.52 10.69 21.14 lA 10.41 5 219.62 881.33 6.02 7.48 12.48 24.92 Ol c QJ 01 C CQ < QJ Q. O CO C 0) Q) i_ CD CD < 5 E"^^ Ez X CJ _ .QJ, .2> ii _ra ^ •S; ra 0 y 1 5 g o: Q Q Page #: 70 Wall Design Varabies \ Ao = Seismic Coefficient = 0.3 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.26 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.26 Khi = Horizontal Seismic Coefficient Internal = 0.12 Khr = Horizontal Seismic Coefficient Retained = 0.12 DFdyn = Dynamic Earth Force = 221.53 DFdynh = Dynamic Earth Force Horizontal = 206.35 DFdynv = Dynamic Earth Force Vertical = 80.59 Pir = Seismic Internal Force = 386.38 plf Hir = Seismic Internal Force Location = 3.44 ft Internal Design Calculations (Seismic) Section: 11 ? f t Fr Geogrid Number Geogrid Elevation ft Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Overstress Factor Safety Pullout Block Factor Safety Pullout Soil Efficiency 5A 14.78 5 242.92 1889.26 8.55 5.96 1.28 12.86 4A 14.16 5 135.31 1889.26 15.36 10.91 3.74 7.16 3A 12.91 5 209.52 1889.26 9.92 7.31 4.94 11.09 2A 11.66 5 242.8 1889.26 8.56 6.54 7.18 12.85 lA 10.41 5 276.07 1889.26 7.53 5.95 9.55 14.61 Geogrid Legend A - Foriirac 35/20-20 B - Foriirac 55/30-20 C - Fortrac 55/30-20 Min. Length of Geogrid: 5 ft 01 E ra 2 E ti .2 01 ro ° y 0 I CQ < ro ™ QJ QJ Q. 01 O E tn -Ql c 01 01 l~ C3 OJ _l fN Ez '^X _ QJ QJ rz t/i i-l i? P QJ ro g Q. Q Q Page #: 71