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Specifications , y RECENEn Northwest GEO Consultants, LLC JUN 1 2012 • B(J!Ln ; I �Vl !� TECHNICAL MEMORANDUM ON DATE: May 29, 2012 TO: Andrew Tiemann - D R Horton FROM: Brad L. Hupy, PE, GE - Principal Engineer RE: Segmental Retaining Wall Design -127, • Alpine View Subdivisio Summary of Design Details 1 ��•��' �.. o;, 30,, ". A segmental retaining wall will be constructed at Alpine View on Lot 28. Precise grading plans show the wall layout, site elevations, and planned wall heights. The wall varies in exposed height up to about 5 feet. We used the project geotechnical report that was prepared by NGC in March 2012 to model the retained soil properties. In addition to Lot 28, this design is applicable to any other lots of the Alpine View. The design assumes the slope behind the wall is inclined at an inclination of 2H:1V (Horizontal to Vertical) except for exposed wall height greater than 4.2 feet. In locations where the exposed wall height is greater than 4.2 feet, the 2H:1V slope behind the wall is limited to a maximum slope height of 1 foot and a slope distance of 2 feet. For distances greater than 2 feet the design assumes the slope becomes nearly flat to a maximum inclination of 8H:1V. The following summarizes our design assumptions and construction recommendations. Table -1 provides details for installation of the geogrid reinforcement. Retaining Wall Design Analysis The forces imposed on the wall were analyzed using the program AB Walls 10. Parameters used as input for the walls are listed below: Segmental Unit: AB Classic Wall Batter. 6 degrees Backslope Above Walls: To Exposed Wall Height 4.2 Feet - 2H:1V (Horizontal to Vertical) More Than Exposed Wall Height 4.2 Feet 2H:1V For 1 Foot V Surcharge: None Minimum Embedment: 3/4 block - 6 inches Northwest GEO Consultants, LLC - Tualatin, Oregon - 503 702 -8437 - nwgeoconsultants@frontier.com D R Horton May 23, 2012 Alpine View Lot 28 Segmental Retaining Wall Design Granular Leveling Pad: 6 -inch thick minimum Crushed 3/4 inch minus - Compact until well keyed Reinforcement: Mirafi 2XT or Strata 1 50 Retained Soil: Undisturbed Native Soil - Portland Hills Silt Internal Friction Angle 32 deg Cohesion none Moist Unit Weight 120 pcf Foundation Soil: Undisturbed Native Soil - Portland Hills Silt Internal Friction Angle 32 deg Cohesion none Moist Unit Weight 120 pcf Infill Soil: Compacted 3/4 -inch minus crushed quarry rock Internal Friction Angle 45 deg Cohesion none Moist Unit Weight 145 pcf Excavation The stability of temporary excavation slopes is a function of many factors, including soil type, soil density, slope inclination, slope height, the presence of groundwater, and the duration of exposure. Generally, the likelihood of slope failure increases as the cut is deepened and as the duration of exposure increases. For this reason, we recommend that the contractor maintain adequate slopes and /or setbacks. Temporary slope safety is the responsibility of the contractor, who is continually present at the site to monitor the excavation and modify construction activity if conditions change. In all cases, cut -slope inclinations should conform to applicable governmental safety guidelines. Wall Drainage Segmental retaining walls are intended to provide drainage for the slopes supported. The backfill material chosen for the walls and protection of the backfill from silt contamination using a non woven filter fabric are the important factors of the design and construction. Refer to Figurel for construction details with regard to drainage. Refer to Table 1 below for wall reinforcement • details. Drainage details shown in the attached design stability analysis are not correct for this design and should be disregarded. Additional drainage could be required if springs or seeps are encountered. Stop work and notify NGC if springs or seeps are encountered during construction. NGC, LLC Page 2 of 3 D R Horton May 23, 2012 Alpine View Lot 28 Segmental Retaining Wall Design TABLE 1: REINFORCEMENT DETAILS TOTAL EXPOSED NUMBER OF GEOGRID GEOGRID GEOGRID COARSES HEIGHT GRIDS LAYER ELEVATION LENGTH (FT) (FT) (FT) 1 .2 0 0 NA 0 2 .83 0 0 NA 0 3 1.5 1 1 .66 3 2 1.97 3 4 2.2 2 1 .66 3 5 2.8 2 SAME AS 4 COARSES 3 3.28 3 6 3.5 3 2 1.97 3 1 .66 3 7 4.2 3 SAME AS 6 COARSES 4 4.59 3.5 3 3.28 3 8 4.8* 4 2 1.97 3 1 .66 3 9 5.5* 4 SAME AS 8 COARSES * 1 foot maximum 2H:1V inclined slope above top of wall GS: The ground surface elevation at front of wall. Exposed Height: Distance from GS to top of highest structural block, includes cap. Grid Length: Length from face of wall, install grid from face of wall. Limitations This technical memorandum provides additional recommendations for design and construction of retaining walls at the Sunnyside Highlands project. It is an extension of a single instrument of professional service for the project with limitations as previously stated. Attachments: Figure 1 - Typical Cross Section Design Documentation - 29 pages NGC, LLC Page 3 of 3 DHI - Alpine View Bull Mountain - Tigard OR Page Index 1 Section View External Calculations -4061._11 Section View Internal Calculations Section View ICS Results C �` , II Section View ICS Geometry ` II' 14 N 411■444 01 41431011 i� lI 41114 _ �I AB Classic ( 11111 ■ Ilk417 asi ,4 rrE3(P fi €S: JUNE 30, I 0.2ft 3 ft Wall Des Ro• rill oil Section Notes Al Total Wa Block (- Angle of e Depth Length N: Safety Fact. Act 6 9e9' Aaua MOM 1c Safety Facto Seismic C Act IIII 3.61 Actua 6. n .-I ill Friction III Unit W 0 Ret Friction O Unit W Foun Friction Unit W Coh Bears Miragrid 2XT - - -- Miragrid 3XT Factor ( Internal Cc — - - Mira •rid 5XT Factor Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 1 x Miragrid 2XT @ 3 ft Base Depth: 0.5 ft Number Of Geogrid 1 Base From Toe: 0.5 ft 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 wails. The software uses evaluation techniques and engineering pHndples found in the Allan Block Engineering Manual. (Refer to R090e 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 UABILT' OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. This software only considers Intemal, 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 as soil stability iityy below the ase material and beyond the limits for internal DOES NOT address . 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 analysed. The engineer of record must evaluate the project site for proper water management end all potential modes of failure within the segmental retaining well 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 wall. AB Walls 10 contains DEFAULT values for all data Inputs that the user MUST Mange 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 rade, 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 Nis software. These additional potential failure modes should be evaluated by the engineer of record prior conform Block n r initiating the ting wall construction and may require site Inspection by the on•slte soils engineer. All Installations 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 the software. Individual equations maybe altered at the discretion of the engineer of record. Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle = 6.52 Deg. Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 251.35 plf ` _ - 0.376 Wt = Total Weight = 877.51 plf , --- H = Wall Height = 1.97 ft Fa = Active Force = 212.52 plf a ' - He = Effective Height = 3.07 ft Fav = Vertical Force = 77.31 plf Yr w. He = Effective Height = 2.34 ft Fah = Horizontal Force = 197.96 plf I ri �� i = Slope = 26.6 Deg. Fr = Resistance Force = 1099.36 plf y i_int = Effective Slope = 26.6 Deg. iii i_ext = Effective Slope = 26.6 Deg. ' II' r U fi B I 1r 1 Internal Design Calculations (Static) 1 Fa Section: 0 l Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil • 1A 0.66 3 39.94 632.67 23.76 14.97 17.04 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Wall Design Varables Ao = Seismic Coefficient = 0.19 dl = Allowable Lateral Deflection Internal = 3 in - -- r d2 = Allowable Lateral Deflection External = 3 in - -- Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 tkM sue,: Khi = Horizontal Seismic Coefficient Internal = 0.07 I I_ , 1__ Khr = Horizontal Seismic Coefficient Retained = 0.07 I DFdyn = Dynamic Earth Force = 95.86 i Y DFdynh = Dynamic Earth Force. Horizontal = 89.29 �'+E iv: ' A;-' i DFdynv = Dynamic Earth Force Vertical = 34.87 i 1 _ Pir = Simic Internal Force = 21.37 plf p 1 Hir = Seismic Internal Force Location = 0.99 ft _ 1 1 _ . .ZJ Internal Design Calculations (Seismic) r,� Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 1A 0.66 3 39.94 1440.75 21.83 _ 8.24 8.81 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft fl Internal Compound Stability Results: apt The calculated values listed below are the worst case slip arcs for each block course. The ' highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength i.Q i _ A. requirements, increase geogrid strength or consider lengthening the geogrids. These __ t--- - calculations in no way represent a global stability analysis. If a global stability analysis is � _ i • deemed necessary, a global stability program must be used. ►1Vt ale�'H;i . li:, ya • 1fU - - d • i4+ . ."'r :,Fgn L Internal Compound Stability Results: -' ` Hy • 2 or He -di Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pit) SConn (plf) (plf) (plf) (plf) (plf) (Static) (Seismic) (pit) 2 1.76 1.61 227.69 0 129.67 0 9.15 265.88 0 1 3.2 2.98 687.11 557.63 388.58 0 27.41 799.1 0 0 2.05 1.89 1082.2 157.06 604.23 0 42.62 1349.48 0 • 0.3 ft 3ft Wall Des Section Notes Al Total Wa Block I- Angle of Depth c Length o Safety Fact' Act y e 4. 6 Actua 7. Safety Facto SelsmiAct III 3.2: Actua III 4. ly1 L .1 nj 11111 n Frictio Unit n Vu Ret O Friction Unit W O Foust Friction Unit IN Coh Bear! Factor c Miragrid 2XT —• —• Miragrid 3XT Internal Cc —•• Mira arid 5)(T Factor Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 2 x Miragrid 2XT @ 3 ft Base Depth: 0.5 ft Number Of Geogrld 2 Base From Toe: 0.5 ft 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 00904 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 LIABILITY OR RESPONSIBILITY FOR DAMAGES WHIG' 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 matenal 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 internal compound nd stability. li e tbal Stability the h e sh be evaluated to determine if the overall site is stable. It Is the responsibility global stability is analyzed. The engineer of record most 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 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 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 ineer of record. It Is also recommended that an independent assessment en of the foundation soil for settlement I potential and wall deflections for the proposed structure be Changes in the subsoil conditions are not cluded In this software. These additional potential failure modes should be evaluated by the engineer of record p rior 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 00901). Math'AD files for hand calculations to support the software's consideration of Internal, external 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 may be altered at the discretion of the engineer of record. Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle = 6.52 Deg. _ _ __ ___ _ _ - Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 335.13 plf 0.376 Wt = Total Weight = 1170.02 plf H = Wall Height = 2.63 ft Fa = Active Force = 313.19 plf . He = Effective Height = 3.72 ft Fav = Vertical Force = 113.94 plf v v s He_i = Effective Height = 2.99 ft Fah = Horizontal Force = 291.73 plf , i = Slope = 26.6 Deg. Fr = Resistance Force = 1428.49 plf 4 i int = Effective Slope = 26.6 Deg. ifs H � , i_ext = Effective Slope = 26.6 Deg. 1 u ice. B r 1 tom''' Internal Design Calculations (Static) Ft 41•1` Section: 0 L Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 1.97 3 28.48 632.67 33.32 13.8 11.68 1A 0.66 3 - 61.96 - 632.67 15.32 - 12.96 15.27 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Wall Design Varables Ao = Seismic Coefficient = 0.19 _ dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in = Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 IT L • Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 I Lvl.1 Ws Khi = Horizontal Seismic Coefficient Internal = 0.07 1 Khr = Horizontal Seismic Coefficient' Retained = 0.07 DFdyn = Dynamic Earth Force = 141.27 fCO V • DFdynh = Dynamic Earth Force Horizontal = 131.59 I if Pe A DFdynv = Dynamic Earth Force Vertical = 51.39 " '1�.� j Pir = Seismic Internal Force = 37.76 plf w ] , Hir = Seismic Internal Force Location = 1.33 ft 1 — 1 Ti Internal Design Calculations (Seismic) f. Section: O _ —. Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 1.97 3 28.48 1440.75 26.45 6.56 4.32 1A _ 0.66 3 61.96 1440.75 18.32 9.28 10.28 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Internal Compound Stability Results: Xtp1. The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength L'fill L = I. requirements, increase geogrid strength or consider lengthening the geogrids. These , _ ^ _ 11 --- c alculations in no way represent a global stability analysis. If a global stability analysis is i -- '- - - -- - _t deemed necessary, a global stability program must be used. �_ �Wt • k. „. . I'le H i l vJ ; i . i ynF IC a" • • ` ` Internal Compound Stability Results: �` Hi • 2 or He Section: 0 - - Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (pif) (pif) (pif) (pif) (plf) (Static) (Seismic) (pif) 3 4.12 3.84 640.61 607.4 303.14 0 21.38 766.7 0 2 3.02 2.8 818.37 546.27 452.73 1.91 31.93 987.68 0 1 2.8 2.6 1026.96 747.19 634.11 0 44.73 1229.28 0 0 2.46 2.28 _ 1571.91 612.89 887.12 0 62.57 1940.71 0 - 0.4 ft. 3 f Wall Des Section Notes Al Total Wa Block I- Angle of pp Depth c • Length 0,29' Safety Fad* 6 Act a.: • • Actua Safety Facto Seismic C co V Act 2.8: Actua 3. n II nl Friction Unit Vb Ret Friction O Unit A O Foun Friction Unit A Coh Bear! Factor Miragrid 2XT - -- Miragrid 3XT Internal Cc — • • Miragrid 5XT Factor Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 2 x Miragrid 2XT @ 3 ft Base Depth: 0.5 ft Number Of Geogrid 2 Base From Toe: 0.5 ft 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 g design of mechanically stabilized retaining walls. The software uses evaluation techniques and It Is the responsibility of the engineer p of record to determine Engineering to mine the p to rlety and a90o acnyd supporting parameters r an ) to review and verify the correctness of the results. ALLAN BLOIX CORPORATION, ITS LICENSEES OR AGENTS and DO NOT ASSUME ANY UABIUTY OR RESPONSIBILITY FOR 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 • M or He + L, whichever Is greater. This program DOES NOT address global stabliity, defined as soil stability below the base material and beyond the limits for intemal compound stability. Global Stability 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 e eotecltniv l m engineering fir contracted by the owner should provide a full global stability including the effecu 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 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 t strap independent assessment of the foundation soil for settlement potential and wall deflections for the be performed. Oranges 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. Ali installations must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideration of Internal, external 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 may be altered at the discretion of the engineer of record. • Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle = 6.52 Deg. ------ __ _____ _, - -- Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 418.91 plf 0.376 Wt = Total Weight = 1462.52 plf _ . >_. " H = Wall Height = 3.28 ft Fa = Active Force = 433.33 plf He = Effective Height = 4.38 ft Fav = Vertical Force = 157.64 plf tiv 1. ws He = Effective Height = 3.65 ft Fah = Horizontal Force = 403.64 plf i = _ Slope = 26.6 Deg. Fr = Resistance Force = 1764.7 plf F v Lint = Effective Slope = 26.6 Deg. r -,� �� . ' i_ext = Effective Slope = 26.6 Deg. 5 4 , B 1 fi 1 Internal Design Calculations (Static) F, r Section: 0 _ [ Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 1.97 3 55.11 632.67 17.22 10.85 9.91 1A 0.66 3 79.37 632.67 11.96 12.69 15.27 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft • Wall Design Varables Ao = Seismic Coefficient = 0.19 ___ dl = Allowable Lateral Deflection Internal = 3 in ]I - - d2 = Allowable Lateral Deflection External = 3 in ; . - Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 i I Li Wt Khi = Horizontal Seismic Coefficient Internal = 0.07 Khr = Horizontal Seismic Coefficient Retained = 0.07 r ■ DFdyn = Dynamic Earth Force = 195.45 F�, �� R+ DFdynh = Dynamic Earth Force Horizontal = 182.06 j DFd = Dynamic Earth Force Vertical = 71.1 Pir = Seismic Internal Force = 59.01 plf M I w ,, -] ' g Hir = Seismic Internal Force Location = 1.69 ft +' Internal Design Calculations (Seismic) Fr t Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 2A 1.97 3 55.11 1440.75 15.27 5.76 4.09 1A 0.66 3 79.37 1440.75 14.85 9.44 10.68 • Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Internal Compound Stability Results: xcpt The calculated values listed below are the worst case slip arcs for each block course. The highlighted Is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength ..O . ■ _ J. requirements, increase geogrid strength or consider lengthening the geogrids. These _ ` 1.--1--- - A-= calculations in no way represent a global stability analysis. If a global stability analysis is T , - t deemed necessary, a global stability program must be used. -)- .�`.Wt ' Bye Hil x Ii :2 Vy e C.nnr Internal Compound Stability Results: ._ Hi ` 2 or He Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (plf) SConn (pif) (pif) (plf) (plf) (pIt) (Static) (Seismic) (plf) 4 1.72 1.57 207.99 0 120.96 0 8.53 240.42 0 3 3.47 3.23 969.53 831.71 519.1 0 36.61 1186.47 0 2 2.62 2.43 1177.88 684.92 714.36 8.51 50.39 1467.55 0 1 2.51 2.33 1396.51 936.76 928.97 0 65.52 1726.12 0 0 2.37 2.2 2141.79 768.2 1227.05 0 86.55 2650.16 0 • • • • 0.4ft aft Wall Des Section Notes Al Total Wa Block h Angle of Depth c • Length oo Safety Fad' e9• Act ,,Ic 6 3 • 4= Actua 4. Safety Facto • I Seismic t Act 2.51 • Actua 2. II F ron M W Re t 1 Friction Unit W Fou Friction 0 Unit W Coh Bearl Factor Miragrid 2XT Internal Cc — —• Miragrid 3XT Factor — • • Miragrid 5XT Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 3 x Miragrid 2XT @ a ft Base Depth: 0.5 ft Number Of Geogrld 3 Base From Toe: 0.5 ft 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 R0904 and supporting references.) It 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 BLOC< CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR 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 + L, whichever is greater. This program DOES NOT address global stability donned as soil stabild 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 contrasted by the owner should provide a full global stability opinion of the 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 pm per well 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 rade, 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 ncluded in this software. These additional potential (allure modes should be evaluated by the engineer of record to initiating wall construction and may require site Inspection by the on -site soils engineer. All must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideration of internal, external and Internal compound stability of the reinforced composite mass are provided on the software disc. These files are to be configured so tnat the engineer of record can evaluate the output of the software. Individual equations may be altered at the discretion of the engineer of record. • Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle = 6.52 Deg. _ Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 502.69 plf _- 0.376 Wt = Total Weight = 1755.03 plf H = Wall Height = 3.94 ft Fa = Active Force = 572.92 plf I 1,1 _ . He = Effective Height = 5.04 ft Fay = Vertical Force = 208.43 plf r r . w. He_i = Effective Height = 4.3 ft Fah = Horizontal Force = 533.67 plf i = Slope = 26.6 Deg. Fr = Resistance Force = 2107.99 plf ,-, a Lint = Effective Slope = 26.6 Deg. HD i . I i_ext = Effective Slope = 26.6 Deg. J H' , [; 1 .Iti' B t _ 1 Internal Design Calculations (Static) F r Section: O _ - - - Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 3.28 3 28.48 632.67 33.32 13.8 8.81 2A 1.97 3 61.96 632.67 15.32 12.96 12.26 1A - 0.66 3 96.78 632.67 - 9.81 12.53 15.27 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Wall Design Varables Ao = Seismic Coefficient = 0.19 _ --- d1 = Allowable Lateral Deflection Internal = 3 in f d2 = Allowable Lateral Deflection External = 3 in -- Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 • Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 , � L�' wt Khi = Horizontal Seismic Coefficient Internal = 0.07 I Khr = Horizontal Seismic Coefficient Retained = 0.07 DFdyn = Dynamic Earth Force = 258.42 FW �' V ' DFdynh = Dynamic Earth Force Horizontal = 240.71 I II ;- r+ ,j DFdynv = Dynamic Earth Force Vertical = 94.01 Y I Pir = Seismic Internal Force = 85.12 plf 1 r' 11.4,T7 g Hir = Seismic Internal Force Location = 2.04 ft 1 - I' r Y 1 • Internal Design Calculations (Seismic) Fr 4F Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 3.28 3 28.48 1440.75 23.63 5.86 1.9 2A 1.97 3 61.96 1440.75 17.2 8.71 6.41 1A 0.66 3 96.78 1440.75 12.48 9.55 10.95 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Internal Compound Stability Results: .qt The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength `'0 i i __-F, requirements, increase geogrid strength or consider lengthening the geogrids. These k kJ , calculations in no way represent a global stability analysis. If a global stability analysis is -< deemed necessary, a global stabili i ty program must be used. , 1-- :`...Wt ' Ni l ViJc3 rr_ -a: 'Ilya- e �. -;r - 1Fgri L Internal Compound Stability Results: ` Hi • 2 or He Section: 0 ■ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (pif) (pit) (pif) (plf) (plf) (Static) (Seismic) (pif) 5 3.45 3.21 815.38 546.39 394.98 0 27.86 1015.99 0 4 2.9 2.69 980.98 621.54 552.79 0.21 38.99 1223.66 0 3 3.03 2.81 1233.29 1056.01 755.69 0 53.3 1506.3 0 2 2.35 2.17 1574.53 823.57 1028.49 14.32 72.54 2030.12 0 1 2.53 2.35 1820.98 1398.08 1271.35 0 89.67 2288.36 0 0 2.29 2.12 2614.48 1063.54 1608.47 0 113.45 3328.2 0 Wall Des 0.5 ft 3 R Section Notes Al Total Wa Block (- Angle of Depth c • Length Safety Facto Act 29• 3.( • 6 Safety Facto Seismic C ■I Act 2.3: Actua 2. �.I Friction - Unit V Unit W ill -- ion Friction NCI Unit W III c io rs • U nit W 0 Coh Bear! Factor • Miragrid 2XT Internal Cc — — Miragrid 3XT Factor - • Mira. rid 5XT Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 3 x Miragrid 2)(T @ 3 ft Base Depth: 0.5 ft Number Of Geogrid 3 Base From Toe: 0.5 ft 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 engineeting 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 results. ARAN BLOO( CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. This software only considers Internal, external and Intemal compound stability of the reinforced composite mass. The internal compound stability calculations are limited to an evaluation zone above the base matenal and back no further than 2 • H or He + L, whichever is greater. This program DOES NOT address global stability, defined as soli stability below the base material and beyond Me 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 inn contracted by the owner should provide a full global stability opinion of the 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 venty as appropriate for the project conditions being a tlovi me proper wall values r age to prevent the buildup o f hydroosp for ss pressures site condition. a service final must provide for over the ov life of the e e, rus pr de. . In event additional be in arre1 water introduced unless n into th a general tedwall area, en rove rd.o ifa rey end f from m t this sindnt vent f the foundation o a noted by the engineer above of record. or of It ions lso any recommended that independent at uc edssmran of the hsu co l for ns settlement d ppootl d n t wan wall These a for ads t snructf r e De n performed. In Oranges the subsoil conditions f engineer o are not included in this l c ware c o. These additional al pe iel i inspection mopvaed t it motion es should h be be evaluated M soils the by the of record prior par to initiating w co n end and may require site on Dy Me on -site soils engineer. r. All installations All IaG1laUOns Me must conform to Allan n Block Block Spec Book. (Refer to R0901) 901 ). MathCAD flies for hand calculations to support the software's consideration of internal, external 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 may be altered at the discretion of the engineer of record. Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle = 6.52 Deg. _ _ ----- -- Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 586.48 plf r 0.376 Wt = Total Weight = 2047.53 plf T H = Wall Height = 4.59 ft Fa = Active Force = 731.98 plf ,' He = Effective Height = 5.69 ft Fav = Vertical Force = 266.29 plf + 11 v ktr* He = Effective Height = 4.96 ft Fah = Horizontal Force = 681.82 plf r i = Slope = 26.6 Deg. Fr = Resistance Force = 2458.36 plf .1� F v i_int = Effective Slope = 26.6 Deg. Ma i„ Y ' i_ext = Effective Slope = 26.6 Deg. 1 FU t ■ a ,,, a �; I t,. I Internal Design Calculations (Static) 1 ,.: - r Section: 0 - Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 3.28 3 55.11 632.67 17.22 10.85 7.48 2A 1.97 3 79.37 632.67 11.96 12.69 12.26 1A 0.66 - 3 114.2 632.67 8.31 12.41 15.27 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft Wall Design Varables Ao = Seismic Coefficient = 0.19 y. dl = Allowable Lateral Deflection Internal = 3 in - d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 • Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 tV; ' Khi = Horizontal Seismic Coefficient Internal = 0.07 lJ Khr = Horizontal Seismic Coefficient Retained = 0.07 T � r DFdyn = Dynamic Earth Force = 330.16 fi:+ • DFdynh = Dynamic Earth Force Horizontal = 307.54 1 , i -----.' 0. DFdynv = Dynamic Earth Force Vertical = 120.11 r Pir = Seismic Internal Force = 116.1 plf �h I Hir = Seismic Internal Force Location = 2.4 ft Internal Design Calculations (Seismic) Fr Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 3A 3.28 3 55.11 1440.75 13.93 5.26 1.84 2A 1.97 3 79.37 1440.75 14.11 8.97 6.73 1A 0.66 3 114.2 _ 1440.75 10.77 9.63 11.15 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft . Internal Compound Stability Results: =Tot The calculated values listed below are the worst case slip arcs for each block course. The ' r highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength ` j _I requirements, increase geogrid strength or consider lengthening the geogrids. These . . ii , calculations in no way represent a global stability analysis. If a global stability analysis is I deemed necessary, a global stability program must be used. - �1JYt HE f fin • h Internal Compound Stability Results: j ` H. • 2 or He Section: 0 _ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (pif) (pif) (pif) (plf) (pif) (Static) (Seismic) (pif) 6 1.68 1.54 200.12 0 118.78 0 8.38 231.94 0 5 2.9 2.7 1164.23 754.43 660.9 0 46.62 1495.23 , 0 4 2.46 2.29 1456.95 761.33 901.55 3.01 63.59 1890.49 0 3 2.63 2.44 1739.4 1280.32 1147.24 0 80.92 2209.55 0 2 2.1 1.94 2122.47 962.22 1478.21 13.56 104.26 2854.81 0 1 2.3 2.13 2373.21 1656.99 1753.22 0 123.66 3107.27 0 0 2.14 1.98 3372.51 1254.59 2164.13 0 152.64 4451.31 0 • • • • , ' Wall Des 0.6 ft 3.5 ft Section Notes Al Total Wa Block (- Angle of Depth ( Length Safety Fact Act 6. • e9' Actua 6. Safety Facto Seismic C Act 4.1E Actua 4 It ,, ,,,,, Friction to Unit n Ret � .... ..... Friction Unit W Foos Friction 111 S I .... ..... Friction • UnCoh 0 Bean Factor Miragrid 2XT Internal Cc — —, Miragrid 3XT Factor — • • Miragrid 5XT Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 1 x Miragrid 2XT @ 3.5 ft Base Depth: 0.5 ft 3 x Miragrid 2XT @ a ft Base From Toe: 0.5 ft Number Of Geogrid 4 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 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 results. ALLAN BLOOC CORPORATION, ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR 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 or He stability y, calculations are limited to an evaluation zone above the base material and back no further thtn stability belo the base material and Is beyond the limi program for NOT address internal compound tbil global I Global Stability defined as should be evaluated below 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 geotechnloal engineering firm contracted by the owner should provide a full global stability opinion of the 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 the structure. In the event additional water Is Introduced Into the general wan 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 soli 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 poinitiating initiating c an Block Spec Kooky. require inspection by the on -site soils engineer. All Installations MathCAD files for hand calculations to support the software's consideration of (Memel, external 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 may be altered at the discretion of the engineer of record. • • Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.132 Setback = Beta Angle = 6.52 Deg. _ _ _� ___ -, Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 670.26 plf - - 0.231 Wt = Total Weight = 2720.69 plf { H = Wall Height = 5.25 ft Fa = Active Force = 542.26 plf He = Effective Height = 6.25 ft Fav = Vertical Force = 197.27 plf V•" vie* He_i = Effective Height = 5.65 ft Fah = Horizontal Force = 505.11 plf i = Slope = 26.6 Deg. Fr = Resistance Force = 3079.56 plf -C� r I,/ i_int = Effective Slope = 9.09 Deg. Mt ' i_ext = Effective Slope = 0 Deg. NI t I B Internal Design Calculations (Static) ! F, c. Section: O Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 4A 4.59 3.5 24.34 632.67 38.99 16.15 11.61 3A 3.28 3 51.53 632.67 18.41 15.58 11.29 2A 1.97 3 80.07 632.67 11.85 15.14 14.97 1A 0.66 3 108.6 632.67 8.74 - 14.94 18.64 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3.5 ft • • • Wall Design Varables Ao = Seismic Coefficient = 0.19 _ _ _ _ dl = Allowable Lateral Deflection Internal = 3 in _ - - d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.17 • Kaer = Dynamic Earth Pressure Coefficient Retained = 0.27 V, VIA Khi = Horizontal Seismic Coefficient Internal = 0.07 Khr = Horizontal Seismic Coefficient Retained = 0.07 1 e11- DFdyn = Dynamic Earth Force = 99.06 ' DFdynh = Dynamic Earth Force Horizontal = 92.28 41 '? P� f DFdynv = Dynamic Earth Force Vertical = 36.04 1 Y .* AP Pir = Seismic Internal Force = 151.93 plf 1 Hir = Seismic Internal Force Location = 2.76 ft 1 L Internal Design Calculations (Seismic) Fr Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 4A 4.59 3.5 24.34 1440.75 23.51 5.83 1.54 3A 3.28 3 51.53 1440.75 18.75 9.5 3.5 2A 1.97 3 80.07 1440.75 14.02 10.72 8.24 1A 0.66 3 108.6 - 1440.75 11.19 11.46 13.45 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3.5 ft Internal Compound Stability Results: a'Cpt The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength i'C+ 1 j _ J• requirements, increase geogrid strength or consider lengthening the geogrids. These r i _ A-= calculations in no way represent a global stability analysis. If a global stability analysis is -4 _i= . deemed necessary, a global stability program must be used. _ -- :..Wt . I'll-1-111 vv ' `- _ `Q Corb ` ; +1_ -- - - 1Fgn Internal Compound Stability Results: ,� V ` ` H. • 2 or He , Section: 0 _ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (plf) SConn (pif) (pif) (pif) (pif) (p)f) (Static) (Seismic) (plf) 7 6.55 6.11 385.28 546.39 142.27 0 10.04 377.06 0 6 4.79 4.46 749.51 614.99 292.97 37.45 20.66 777.91 0 5 4.14 3.85 892.83 962.46 449.88 6.65 31.73 913.76 0 4 3.35 3.11 1302.41 901.11 675.29 57.65 47.63 1441.24 0 3 3.71 3.45 1567.03 1776.38 900.1 0 63.49 1673.67 0 2 3.22 3 2343.39 1710.26 1264.03 19.46 89.16 2871.62 0 1 2.87 2.66 2292.34 1924.22 1470.07 0 103.69 2623.42 0 0 2.77 2.57 3811.13 1445.63 1898.46 0 133.9 5012.44 0 • • Wall Des Section Notes Al 0.7 ft 4 ft Total Wa r Block F Angle of Depth c • Length h Safety Facto Act 6.: • ,~ oe9. Actua Facto V Seismic C N ■I Act 4.3 Actua ■I -- ■I Friction Unit W •• • Lf1 Ret ■I Friction Unit W 1 L. . Four Friction Unit W • Coh 0 Bearl Factor • Miragrid 2XT Internal Cc — — Miragrid 3XT Factor — • - Mira. rid 5XT Cour. Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 1 x Miragrid 2XT @ 3.5 ft Base Depth: 0.5 ft 3 x Miragrid 2XT @ 3 ft Base From Toe: 0.5 ft Number Of Geogrid 4 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 g design of mechanically stabilized retaining walls. The software uses evaluation ac techniques and and It Is the responsib ty y of th e engineer of rrecorrd deterrmine the p Manual. (Refer to y of inp pu r aAGENTS rs nd to revie and verify the correctness of the results. ALLAN BLOCK CORPORATION, DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHIOl 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 + L, whichever is greeter. 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 so mental retaining wall evaluation zone. The geotechnlcal engineering firm contracted by the owner should provide a full global stability opinion of the 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 con 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 installations must conform to the Allan Block Spec Book. (Refer to R0901). MathCAD files for hand calculations to support the software's consideration of internal, external and Internal compound stability of the reinforced composite mass are provided on the software disc. These Ries 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. • Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.131 Setback = Beta Angle = 6.52 Deg. Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 754.04 plf - 0.231 Wt = Total Weight = 3489.01 plf H = Wall Height = 5.91 ft Fa = Active Force = 662.12 plf - He = Effective Height = 6.91 ft Fav = Vertical Force = 240.87 plf ! r I Ws He_i = Effective Height = 6.33 ft Fah = Horizontal Force = 616.75 plf . i = Slope = 26.6 Deg. Fr = Resistance Force = 3921.48 plf c v � i_int = Effective Slope = 8.24 Deg. Ho fr T i_ext = Effective Slope = 0 Deg. 1 14' 6 A Imo. B - I t - h' 1 Internal Design Calculations (Static) Fe Am- Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 4A 4.59 3.5 47.08 632.67 20.16 12.7 9.85 3A 3.28 3 65.81 632.67 14.42 15.31 11.37 2A 1.97 3 94.14 632.67 10.08 15.05 15.07 1A 0.66 3 122.47 632.67 _ 7.75 14.92 18.78 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 4 ft J • I • , Wall Design Varables Ao = Seismic Coefficient = 0.19 _ _ _ _ _. __- dl = Allowable Lateral Deflection Internal = 3 in 4 d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.17 a Kaer = Dynamic Earth Pressure Coefficient Retained = 0.27 i L14 Ws Khi = Horizontal Seismic Coefficient Internal = 0.07 ! i Khr = Horizontal Seismic Coefficient Retained = 0.07 ��, • DFdyn = Dynamic Earth Force = 120.96 k1, Hi , DFdynh = Dynamic Earth Force Horizontal = 112.67 , Pr A DFdynv = Dynamic Earth Force Vertical = 44 I 1 „ Pir = Seismic Internal Force = 192.63 plf �, i; . g f Hir = Seismic Internal Force Location = 3.12 ft 1, V - 1 � r 5 r Internal Design Calculations (Seismic) Fr OW` Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Number Elevation ft Length ft plf Load plf Overstress Pullout Block Pullout Soil 4A 4.59 3.5 47.08 1440.75 14.12 5.33 1.52 3A 3.28 3 65.81 1440.75 15.61 9.92 3.74 2A 1.97 3 94.14 1440.75 12.2 10.91 8.49 1A _ 0.66 3 122.47 1440.75 10.02 _ 11.55 13.67 Geogrid Legend A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 4 ft , Internal Compound Stability Results: tie gl The calculated values listed below are the worst case slip arcs for each block course. The highlighted is the worst case of all courses. To improve the internal compound stability safety factors the designer can lessen grid spacing, increase the infill soil strength ` ) i. requirements, increase geogrid strength or consider lengthening the geogrids. These (- 1 calculations in no way represent a global stability analysis. If a global stability analysis is f y deemed necessary, a global stability program must be used. fi -7 - :•Wt eye; H i f 2_ynF • i v_.Lq • Conni.', _ J Fri Internal Compound Stability Results: 1 L .- Hi • 2 or He ; Section: 0 _ . Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (plf) SConn (plf) (plf) (pif) (plf) (plf) (Static) (Seismic) (pif) 8 2.8 2.6 431.17 0 153.77 0 10.85 456.38 0 7 4.95 4.61 653.88 754.43 284.66 0 20.08 641.26 0 6 4.05 3.77 1142.54 753.67 486.22 72.46 34.29 1173.5 0 5 3.64 3.38 1292.1 1170.49 681.62 16.72 48.08 1313.01 0 4 3.05 2.83 1852.43 1040.89 970.36 65.15 68.44 2117.65 0 3 3.43 3.19 2074.68 2070.03 1207.5 0 85.17 2183.44 0 2 3.05 2.83 2962.62 1951.87 1625.95 47 114.68 3534.44 0 1 2.74 2.54 2886.25 2185.25 1849.96 0 130.48 3243.05 0 0 _ 2.82 2.62 _ 5037.07 1636.67 _ 2369.93 0 167.16 6410.19 0 • •