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Specifications f4i�R4 yt UU�R RE j LLD Northwest GEO Consultants, LLC 31.1N 1 4 2012 CITY OF TIG t 311 pl ,!tJN TECHNICAL MEMORANDUM DATE: May 29, 2012 TO: Andrew Tiemann - D R Horton FROM: Brad L. Hupy, PE, GE - Principal Engineer Al ;��4 ,• RE: Segmental Retaining Wall Design Alpine View Subdivision .' Summary of Design Details aPIRES: ia 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-nwgeoconsultantsafrontier.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 150 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 : .`� Section View Internal Calculations Section View ICS Results ` ' : II Section View ICS Geometry :,. I ' 41113011 I• II ;i foo. AB Classic (1 1 6114 D h`U4 EXPIRES: JUNE 30, • 0.2 ft •. 3ft Wall Des Section Notes Al Total Wa Block F Angle of Depth Length CO Safety Fact. Act 00q. 5.' Actua �' 1C Safety Facto Seismic C Act 3.61 Actua 6 t\ II Friction Unit W O Ret Friction Unit W O Foul Friction Unit W Coh Bears Miragrid 2XT Factor —•—• Miragrid 3XT Internal Cc —•• Miragrid 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 It Allan Block Disclaimer: Allan Block provides this software as a service for its cuents 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 I It is the responsibility of the engineer of record to determine the proprlefy and accuracy of input parameters and to review and venfy the correctness of the results. ALLAN BLOCK 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•M or He a L whichever is greater.This program DOES NOT address global stability,defined as soil stability below the base material and beyond the limas for internal compound stabildy.Global Sability should be evaluated to determine if the overall sae 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 and all potential modes of failure within the segmental retaining wall evaluation tone.The geotechnical engineering e g firm contracted etby the owner should provide a full global stability opinion of the site including the effects the segmental retaining wail. AB Walls 10 contains DEFAULT values for all data inputs Nat 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 well area, <rtqher above or below grade,any designs from this software would be invalid unless otherwise noted by the potent Ali Alan wall deep olos`foriIre ended d sirarmi reebe perforimed Chanof Ne me suabtwn cono¢�ons a eOa propose pe ecem ncludM in this software wall . These additional amay po q utiel site ins modes should be sitelsoils by tee engineer of record prior to initiating to well construction Allan Bl Block Spec and may re efee otR Inspection by[he on-site Sods engineer.?II�nsrallahons must conform to Ne Allan Block Spec Book.(Refer to 0.0901). MathCAD hies 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 ann igured so that the engineer of record can evaluate the output of the software. Individual equations may be ered at the discretion o 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 i _ 0.376 Wt = Total Weight = 877.51 plf H = Wall Height = 1.97 ft Fa = Active Force = 212.52 plf I He = Effective Height = 3.07 ft Fav = Vertical Force = 77.31 plf 11 " He_i = Effective Height = 2.34 ft Fah = Horizontal Force = 197.96 plf II i = Slope = 26.6 Deg. Fr= Resistance Force = 1099.36 plf f'f ev i_int = Effective Slope = 26.6 Deg. H. ii / i_ext = Effective Slope = 26.6 Deg. * (:I i 1■I Ill r . C Internal Design Calculations(Static) Fe •.• 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 39.94 632.67 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 d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 ball Khi = Horizontal Seismic Coefficient Internal = 0.07 111111r Khr = Horizontal Seismic Coefficient Retained = 0.07 N+f DFdyn = Dynamic Earth Force = 95.86 ►i« DFdynh = Dynamic Earth Force Horizontal = 89.29 Hi rt • DFdynv = Dynamic Earth Force Vertical = 34.87 Pir = Seismic Internal Force = 21.37 plf '7r til JJ lB `j Hir = Seismic Internal Force Location = 0.99 ft t t I ' Internal Design Calculations (Seismic) "' Section: 0 Fl 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 Internal Compound Stability Results: `_Chet 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 '_Q I requirements, increase geogrid strength or consider lengthening the geogrids. These 11 1 I-, calculations in no way represent a global stability analysis. If a global stability analysis is ,.L deemed necessary, a global stability program must be used. • fHo Hi VL ' I Civil iri r Si ..:� - �F�fl Internal Compound Stability Results: . . ....!11.9f He Section: 0 _ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (plf) (pif) (pif) (pif) (pif) (Static) (Seismic) (plf) 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 Wall Des 0.3 3 ft • Section Notes Al Total Wa Block F Angle of D Lengtepth h co Safety Facti Act 6 Actua 7 • Safety Facto Seismic C Act 3.2: Actua 4 M II .-i nj •`, Friction Unit"t y _ Ret O Friction Unit Vs OFoun Friction Unit Vs Coh Beari Factor c Miragrid 2XT —•—• Miragrid 3XT Internal Cc Miragrid 5XT 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 Geogrid 2 Base From Toe: 0.5 ft Allan Block Disclaimer: Allan Brock 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 retaini�ngg walls.The software uses evaluation techniques and II(5 the engineering bigty found tit in engineer of rreecorrd to determine the proppnRltlr to R0904 aMyM fInpputttpar to review and verify the correctness of the results.ALLAN BLOIX CORPORATION,ITS LICENSEES OR AGENTS and 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 cakulations are limited to an evaluation zone above the base material and back no further than 2 0 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 limns for internal compound stability.Global Stability should be global stability is analyzed.The ngineoverall r u Crecrd must stable. evaluate the projresponsibility ct for of the proper water omanag ensure ement and all potential modes of failure within the segmental retaining wall evaluation zone.The geotedlvical 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 condtIon.The final design most provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service life of the structure.In the event addmenal water is introduced Into the general wall area, either above or below grade,any deigns from this software would be Invalid unless otherwise noted by the Fliermm of record.It Is also recommended that an Independent assessment of the foundation soil for settlement al and wall deflectlons for the proposed structure be performed.Changes In the subsoil conddions are not included In this software.These additional potential failure modes should be evaluated by the algineer of record prior must to initiating thelAllane�k Spec Book.require efer to site 1). by the on-erne soils engineer.All installations MatltcAD files for hand calculations to support the software's consideration of internal,external and internal compound stability of the reinforced composite mass am provided on the software disc.These files are to be configured so that the engineer l ne of record can evaluate the output of the software. Individual equations may he 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 j 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 111 He_i = Effective Height = 2.99 ft Fah = Horizontal Force = 291.73 plf I ' MI i = Slope = 26.6 Deg. Fr= Resistance Force = 1428.49 plf "1 i_int = Effective Slope = 26.6 Deg. w ' I i_ext = Effective Slope = 26.6 Deg. M' 1 MI 11111., ` wawa Internal Design Calculations(Static) 1 ' ` 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 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 I I -,•T ii---... = Dynamic Earth Pressure Coefficient Retained = 0.55 �, I 'W+w Khi = Horizontal Seismic Coefficient Internal = 0.07 I !1 Khr = Horizontal Seismic Coefficient Retained = 0.07 P1 r DFdyn = Dynamic Earth Force = 141.27 r+. ' I fr DFdynh = Dynamic Earth Force Horizontal = 131.59 H' A . I f • DFdynv = Dynamic Earth Force Vertical = 51.39 M A Pir = Seismic Internal Force = 37.76 plf Mr ■ B Hir = Seismic Internal Force Location = 1.33 ft , O , t '_ 1 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 • 2A 1.97 3 28.48 1440.75 26.45 6.56 4.32 1 A 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: !Qpl 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 _Q 1 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 1. • deemed necessary, a global stability program must be used. t- • '1A ' _— iri 111 He Ha ei�lll --0 ZS,i Can ii '. i `�'� ± xFgd Internal Compound Stability Results: ,, _ �`$'�RIf Mt. Section: 0 4 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (pif) (pif) (pif) (pif) (pif) (Static) ,(Seismic) (pIO) - 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 •, ■ 34t al- Wall Des Section Notes Al --1 Total Wa e'' /'- Block f Angle of a0 / Depth c Length �g. Safety Fact. 6 % Act 4.: • / Actua -/ Safety Facto li 11111 Seismic C Act e tip 2.8! Actua ��I 3 CO N L (NJ Friction • .I I �; 'VI*e !y i.1■ , iL r Unit V Ret Friction Unit Vs O Fours Friction Unit V. Coh Bears Miragrid 2XT Factor —•—• Miragrid 3XT Internal Cc •• Miragrid 5XT F c u; , 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: Aran Block provides this software as a Service for Its clients.The sole purpose of this software Is to assist enygyinnrs in the design of mechamcaily stabOrsed retaining walls.The software one evaluation techniques and It is Bering prinopies found Allan Bbd Engineering Man�uall..pp(Rehr�to R0904 a acnnd supporting po Nines.) to review anted verirfy the correctness Al the results.ALLBJ 00.N001 CORPORATION, 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 cinders internal,external and Internal compound stability of Me reinforced composite mass. The Internal compound stability cakulations are Welted to an evaluation lone above the bale matterriallend back no further than 2•H or He t 4 whichever is greater.This program DOES NOT pT.add ess g�lGbWl Mobility,,dISte und should be global stability is A below the balm material and analysed.The engineer of record must eval/aatre the project file Per proper water annagHMnt and all fin modes of failure by the ewrs should Side•hal global stability opinion of the site geotechnical the effects on the segmMW retaineq was. AB Walls 10 contains DEFAULT values for all data Inputs that the user MUST change or verify as appropriate for the project condition.being analysed.Tres DEFAULT vekies do NOT ensure a cbwrvaUVe deep for any site condition.Tho final defon must provide for proper wall drainage to prevent the buildup of hydrostatic pressures ethe service We of the structure.In the event additional water It Introduced Into the general Wes area, itservice er above or below grade,any designs horn this software would be Invalid unless otherwise noted by the enngqbier of record.It is alto recommended that an independent assessment of the foundation soil for settlement potnSol and wall detections for the proposed structure be performed.Changes In the subsoil conditions are not {{ncleded in this software.Those additional potential failure modes should be evaluated by the engineer of record prior t conbnnnWMlinpto the IAno Block Spec Book.(Refer to R0901j. the on-site nib engineer.All installations MathCAD Ras for hand calculations to support the software's consideration of intents',external and internal compound stability of the reinforced composite mats are provided on the software den.Those ldes are to be configured so that the ngineer of record can evaluate the output of lea software. Individual equations may be a altered at the diseton 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 11 He_i = Effective Height = 3.65 ft Fah = Horizontal Force = 403.64 plf ' 11 i = Slope = 26.6 Deg. Fr = Resistance Force = 1764.7 plf "1l 'i - i_int = Effective Slope = 26.6 Deg. ►w 'LI / i_ext = Effective Slope = 26.6 Deg. Ni BIM III s1 INN Ar . . iMl • Internal Design Calculations(Static) 41.'F� 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 di = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 ; 111 _ Kaer= Dynamic Earth Pressure Coefficient Retained = 0.55 i ∎.11 i Khi = Horizontal Seismic Coefficient Internal = 0.07 II f _ ; Khr = Horizontal Seismic Coefficient Retained = 0.07 '"1 1 DFdyn = Dynamic Earth Force = 195.45 H. Lll ' a DFdynh = Dynamic Earth Force Horizontal = 182.06 H' , 1 I f DFdynv = Dynamic Earth Force Vertical = 71.1 iI I I Pir= Seismic Internal Force = 59.01 plf +i. II NI Hir = Seismic Internal Force Location = 1.69 ft ., NW 0 Internal Design Calculations(Seismic) 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: _Opt 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 10 requirements, increase geogrid strength or consider lengthening the geogrids. These i ..1- calculations in no way represent a global stability analysis. If a global stability analysis is L i deemed necessary, a global stability program must be used. - • - - I. ui n He Hi ill . r 3 Vu • xi, Cron 1..► i ii,r Fa Internal Compound Stability Results: Hb'2 or He Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt S Number Safety Safety (pif) SConn (plf) (pif) (plf) (pif) (Pin (Static) (Seismic) (pif) 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 0.4 ft fil r.■ 3 ft Wall Des N. Section Notes Al Total Wa Block F Angle of Depth c Length■ . co Safety Fact( e9• Act I�6 3•` 4= Actua . / 4 / Safety Facto Seismic C 1 Act 2.5f Actua • 2 e II Friction ri III r i Unit es ;,ti.I:Ya � Ret Friction ' Unit IA • Four Friction 0 Unit W Coh Beari Factor Miragrid 2XT Internal Cc —'''''•Miragrid 3XT Factor •- Miragrid 5)CT Cour Section 0 of 0 Base Information: Geogrid Information: Base Width:2 ft 3 x Miragrid 2XT CD 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 cheMS.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 Engineers Manual.(Refer to 80904 and supporting to is review end verify tiref the correct of the results.MAN BLOM CORPORATI N,IS UctoofEES OR AGENTS DO NOT ASSUME ANY UABILITY 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 bark no further than 2•H or He+L, hichever 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 d 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 Wells 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 she condition.The final design must provide for proper well drainage to prevent the buildup of hydrostatic pressures over the service life of the structure.In the event additional water is introduced IMa the general wall area, either above or below grade,any designs from this software would be Invalid unless othervrise noted by the e of record.It Is also recommended that an independent assessment of the foundation soil for settlement progta��tttai and wall deflections for the proposed structure be perfumed.Oranges in the subsoil condttbos 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 R09011. 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 = 502.69 plf ` 0.376 Wt =Total Weight = 1755.03 plf - ------ H = Wall Height = 3.94 ft Fa = Active Force = 572.92 plf He = Effective Height = 5.04 ft Fav = Vertical Force = 208.43 plf v44 ,Ws 1 He_i = Effective Height = 4.3 ft Fah = Horizontal Force = 533.67 plf rY i = Slope = 26.6 Deg. Fr= Resistance Force = 2107.99 plf f Lint = Effective Slope = 26.6 Deg. i_ext = Effective Slope = 26.6 Deg. 14. Tes 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 28.48 632.67 33.32 13.8 8.81 2A 1.97 3 61.96 632.67 15.32 12.96 12.26 lA 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 dl = Allowable Lateral Deflection Internal = 3 in d2 = Allowable Lateral Deflection External = 3 in - -----, Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 'i Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 I II 11 Y- Khi = Horizontal Seismic Coefficient Internal = 0.07 I Khr = Horizontal Seismic Coefficient Retained = 0.07 Fri DFdyn = Dynamic Earth Force = 258.42 ►M 1 L1 DFdynh = Dynamic Earth Force Horizontal = 240.71 Ht ' DFdynv = Dynamic Earth Force Vertical = 94.01 1 it . ;„ A Pir= Seismic Internal Force = 85.12 plf HP II Hir = Seismic Internal Force Location = 2.04 ft V1 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 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: b.Qpt 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 l safety factors the designer can lessen grid spacing, increase the infill soil strength _Q .i--/° requirements, increase geogrid strength or consider lengthening the geogrids. These ; i �- calculations in no way represent a global stability analysis. If a global stability analysis is •' f- deemed necessary, a global stability program must be used. �-- - - - ru hit t ui r 1 He Hi Con is: mir i Internal Compound Stability Results: __ .___He•2 or He Section: 0 . Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (plf) (pif) (pit) (plf) (pif) (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 o.5 rt_ 3 ft Section Notes Al ail Total Wa Block I- Angle of Depth Length Safety Facto Act 6 Sh Actua ' 3 Safety Facto Seismic C Act 2.3: 2.3: �v, N�I�•I.I I Actu 2 1111111 Friction Unit VI, Ret Ret Friction Unit tif Four -_ I I _ � Friction Unit VV !r Coh Bearl Factor Miragrid 2XT Internal Cc —•— Miragrid 3XT Factor •• Miragrid 5XT Court Section 0 of 0 Base Information: Geogrid Information: Base Width:2 ft 3 x Miragrid 2XT @ 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 sob purpose of this software is to assist engineers in the design of medenkally stabilized retaining walls.The software uses evaluation techmum and engineering principles found In the Allan Block Engineer) Manual.(Refer to R090aaand supporting parameters MMMMnces. to retviewesand nverify the correctness 9 of the resuls.dAW1N BLOCK CORPORATION.ITS LICENSEES OR ENTS 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 mess. The Internal compound stability calculation,Cr.limited to an evaluation ions stove the base material and back no further than 2•M or Me 4 whichever Is greater.This program DOES NOT Oaddress global stability,darned as soil stability below the base material and beyond the stability evaluated s alyzed.Th�rsgiineer of reed must wail It uate the the project snide for of proper�Global management m and all potential modes of failure within the segmental draining wall evaluation zone.the geoteobnlG1 mgineering Erin conkeded by the owner should provide a full global stability opinion of the site Including the efts 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 th1 roles conditons beeing analyzed. Theta DEFAULT values do NOV ensure a consseurvvative desig[a for any site confide, overthe service life design the structure.provide In the proper additional drainage is introduced Into the general wall area, enter above or below grads,any deaigns from this software would be invalid unless otherwise noted by the Mg of record.It is also recommended that an 1 es .1 dent snSSment of the foundation 1 for sediment potential and wall deflect.,for the proposed structure be performed.Changes in the subsoil conditions are not included in this software.These...sal potential failure modes should be evaluated by the engineer net record poor ttooislelanati tC the Allan Bock construction and may requle site inspection by the on-site soie engineer.Al inataeatipn Spec Book.(Rae to R0901). MathCAlO Ries for hand calculations to support the software's c0nsderatioo of Memel,external end Internal compound Stability of the reinforced compose*mass an provided on the software disc.These lids are to be altered on ggureed so that eeengl of record can evaluate the output of the software. Individual equations may be N 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 0.376 Wt = Total Weight = 2047.53 plf H = Wall Height = 4.59 ft Fa = Active Force = 731.98 plf i i He = Effective Height = 5.69 It Fav = Vertical Force = 266.29 plf WO, �i Ws He_i = Effective Height = 4.96 ft Fah = Horizontal Force = 681.82 plf ,k,,,, i = Slope = 26.6 Deg. Fr= Resistance Force = 2458.36 plf `� .�., �I w i_int = Effective Slope = 26.6 Deg. 1 i_ext = Effective Slope = 26.6 Deg. pig `'111. ,- _ .1 .,•jl i +�• , , _L_.,f l.:-_ a 1 Internal Design Calculations(Static) Ft 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 dl = Allowable Lateral Deflection Internal = 3 in j d2 = Allowable Lateral Deflection External = 3 in ,�.,; Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 Kaer= Dynamic Earth Pressure Coefficient Retained = 0.55 I Ws Khi = Horizontal Seismic Coefficient Internal = 0.07 �I i —7 Khr = Horizontal Seismic Coefficient Retained = 0.07 1 DFdyn = Dynamic Earth Force = 330.16 ia. DFdynh = Dynamic Earth Force Horizontal = 307.54 to -+ w+ ' is DFdynv = Dynamic Earth Force Vertical = 120.11 I i IM P ft ir= Seismic Internal Force = 116.1 plf Hir = Seismic Internal Force Location = 2.4 ft ~�_ *i e1 i Internal Design Calculations (Seismic) Section: 0 Fr 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: SQpt 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 `_Q • requirements, increase geogrid strength or consider lengthening the geogrids. These , 1- -S calculations in no way represent a global stability analysis. If a global stability analysis is j k _ deemed necessary, a global stability program must be used. ! j ile Hi!i ,Vua1lir Con isii i I -r ~---IFflrl Internal Compound Stability Results: _ii'2 or_WQ Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (pif) SConn (plf) (pif) (pif) (pif) (pit) (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 econ es Total Wa Block F Angle of Depth( Length Safety Fact. Act rl 6. ,6 e9' Actua • * Safety Facto Seismic C — t\ ��U. L rs.:►.r}...ti.�-,•r-•tT.•,•,rl r l ei. Act 4.11 Actua I 4 IIIFriction ntIA 11' I Riot a �L I ••. 11111 J Unit l ��. �, Foun —.- 1 I i .... '*i�■.ti,1 Friction Unit n IA Coh 0 Beari Factor ,Miragrid 2XT Internal Cc —• •Miragrid 3XT Factor •Mira.rid 5XT Coun Section 0 of 0 Base Information: Geogrid Information: Base Width:2 ft 1 x Miragrid 2)T @ 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: Man Block provides this software as a service for Its clients, The sole purrpoosse of this software Is to assist enrsln lrlg the fosod�hMlAllansBrock Engineering Manual.(R to 50904 and Support supporting references.) Its the responslbllty'of the engineer of record to determine the prop ety and accuracy of input parameters are to review and verify the Correctness of the reWbl.ALLAN BLOCK CORPORATION,ITS UCENSEES OR AGENTS DO NOT ASSUME ANY UABIUTY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR MISUSE OF THIS SOFTWARE. This software only con■den internal,external and Internal compound stabably of the reinforced composite mass The internal compound stability calculations are limited to an evaluation none above the base mrtenai and back no further Man 2•H or He 0 I.whichever Is greeter.This program DOES fa internal engineer NOT address I stab) denden.,"Rb Ucompound l be a al id �TO t. Stit s Me spol si yal the er t rhe sebeeta The e issta tee protect he for e and all il modes oe Rpa fg NO � f I0snglne n m ed by h owner Should provide fug global stability opinion of the Including the Ofects on Me AB Walls 10 contains DEFAULT values for all data inputs that the user MUST change or verity as appropriate for the project conditions being a lyted.Than DEFAULT values do NOT ensure a conservative n for any Into condltlon.The final design must provide for proper trait drainage to prevent the buildup of hydatic Preseerw over the service life of the structure In ter evert Italitional water is introduced into the general waN area, either above or below grade,any designs from this software would be Invalid unless oche wee noted by ter enoinor of record.It Is also recommended that an tWepend.nt assessment of the tosodaborl ION for seRMTNR potential and wall deflections for the proposal structure be ply mad.Changes In the Subsoil conditions are not included In this sogwere.These additional potential haure modes should be evaluated by the engineer of record prior to initiating wall contructlon and may requka site Inspection by the on•site soles engineer.All I.etalatlons mule conform to the Allan Block Spec Book.(Refer to 509011. Matt1CAD Meg for hand CakulatoM to support the software's consideration of Meisel,external and Internal configured stability of the reinforced composite mass are provided on the software disc.These ides are to be configu at so that the engineer of the i record can evaluate pa output or the software.IedMdual equations may be 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 4 He = Effective Height = 6.25 ft Fav = Vertical Force = 197.27 plf He_i = Effective Height = 5.65 ft Fah = Horizontal Force = 505.11 plf i 1�`I i = Slope = 26.6 Deg. Fr= Resistance Force = 3079.56 plf P"i i_int = Effective Slope = 9.09 Deg. H• LI H i_ext = Effective Slope = 0 Deg. ' h1 ` O1 Internal Design Calculations (Static) 1 ∎, 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 24.34 632.67 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 1 j W. Khi = Horizontal Seismic Coefficient Internal = 0.07 Khr = Horizontal Seismic Coefficient Retained = 0.07 DFdyn = Dynamic Earth Force = 99.06 r•.. t; 11" DFdynh = Dynamic Earth Force Horizontal = 92.28 HI + T Pv , S DFdynv = Dynamic Earth Force Vertical = 36.04 i r Pir = Seismic Internal Force = 151.93 plf )4r iti Hir = Seismic Internal Force Location = 2.76 ft 1 1 T. .f 1 Internal Design Calculations(Seismic) t Section: 0 Fr 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: lops 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 10 requirements, increase geogrid strength or consider lengthening the geogrids. These I j_ _t- -�` calculations in no way represent a global stability analysis. If a global stability analysis is t. deemed necessary, a global stability program must be used. i t_I . MieI N�, ' ••w �►r . . / 1fu • i 1Con i� l II .- t- sw Zfflrl Internal Compound Stability Results: Z.Pr He Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ Number Safety Safety (plf) SConn (pif) (pif) (plf) (pif) (plf) (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 0.7ft 4 f TotalWa • Block f Angle of Depth c Length Safety Facto Act 6.: .H • veg. Actu7 Safety Facto Seismic C Act 4.3 I I Actua 4 $ 1111 Friction Unit A 1111 e411111111? •ri., Ret nr. 11�I Friction Unit W h -ill Foun•'lb Friction Unit A IF Coh - 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 Co 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 design of mechanically stabilized retaining walls.The software uses evaluation techniques and engineering i [teponsibil�of found engiinneeerl Allan reremord t ode ermmine Manual.hpoprie tnd�racnydosupporting ppotp mens and to review and verify the correctness of the results.Allies BLOCK 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+I.whichever Is greater.This program OE N T address lob Idobbiilt5,defined as soli stabtlty below the base material and beyond the limit compound 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 engineering all potegential modes of failure within the segmental retaining wall evaluation zone.The geotechnical effects on the mcontracted segmental by h owner should provide a full global stability opinion of the site Including the AB Walls 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 she condition.The final design most provide for proper wall drainage to prevent the buildup of hydrostatic pressures over the service His 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 ooffirr record.It Is also recornmendetlthat structure an m d pendent assessment of the foundation soil for settlement proposed 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 well construction and may require site inspection by the on-site stills 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.rase files are to be nggured that the a eer 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 j " 0.231 Wt =Total Weight = 3489.01 plf ,• H = Wall Height = 5.91 ft Fa = Active Force = 662.12 plf j He = Effective Height = 6.91 ft Fav = Vertical Force = 240.87 plf He_i = Effective Height = 6.33 ft Fah = Horizontal Force = 616.75 plf ' II i = Slope = 26.6 Deg. Fr = Resistance Force = 3921.48 plf 'tat ' 'F v i_int = Effective Slope = 8.24 Deg. 14e 14i 141 3teI i_ext = Effective Slope = 0 Deg. ■1 MI I"! ' '- ' 3 - I •I Internal Design Calculations(Static) Ft 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 • 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 L_.m.�. -„ Kaer= Dynamic Earth Pressure Coefficient Retained = 0.27 W' • Khi = Horizontal Seismic Coefficient Internal = 0.07 Khr = Horizontal Seismic Coefficient Retained = 0.07 Nf . DFdyn = Dynamic Earth Force = 120.96 No U ' DFdynh = Dynamic Earth Force Horizontal = 112.67 I Hi j DFdynv = Dynamic Earth Force Vertical = 44 . III( a 0 Pir = Seismic Internal Force = 192.63 plf NM NO Hir = Seismic Internal Force Location = 3.12 ft II .;. IIII - .11 Internal Design Calculations (Seismic) i 0` Section: 0 Fr 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 3A 4.59 3.5 47.08 1440.75 14.12 5.33 1.52 3.28 3 65.81 1440.75 15.61 9.92 10.91 3.74 2A 1.97 3 94.14 1440.75 12.2 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: .Op1 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 10 1 i requirements, increase geogrid strength or consider lengthening the geogrids. These 11 ! .l- 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. 111 r r • •.1 He Hi ,' vu . u' ul Con lipp l ii ; rFgri Internal Compound Stability Results: ` Section: 0 ; Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SqQ Number Safety Safety (plf) SConn (plf) (pif) (plf) (pif) (pif) (Static) (Seismic) _(pit) 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 • • ALPINE VIEW t : : -:,. t LOT 28 RETAINING EROSION CONTROL FRONT LANDSCAPE �� ' ' D CITY OF TICGARD, OR HAY AND SILT FENCE IF NEEDED -'° DISCLAIMER: CITY/JURISDICTION HAS AUTHORITY IV 1 4 2012 TO CHANGE SITE PLAN IF NEEDED. rIGARD CO LOT 28 RETAINING ►UN W4,762 SQ.FT. i t vs i 4 3 s,_ i N `S �l )) r�4.�,1S' N i : 3.00 1200 Allillik--_ -. i o r SILT FENCE - TYP. < : 8 — i O� N APPROXIMATE DRIP UNE UNIT lip. •• I IR OF TREES TO BE PRESERVED i v mow 35.04 111 . cp 0 jbeljf. i 3 k \sai . i - 1 N ri p, �. •7 i1 SECTION A-A 2 I S/ i___ F.583.7 in k CO Se‘, A �#• 14} o -- , -'�, 1 w Ill 4 k 500 = G'n' '.- ._ t 2.00 !_•__- 3.00. C OFD'+TIGARD I 5.584 _1 ` .� ;<• 0 Approved s Conditionally Approved. -[ ] , _--_- - _ —�— ; — 1 N • - c See Letter to:Fol low..................C 1 I �r J�8 .r v _ 1 ~` j SECTION B-B 2 a Attached ........ I _. _____. .N-- ' r!111 I, _ ___ _ Pernik Numbe •. �' r' Oar r.•� - - -..._ __ f, '�� 'a, 'galas Date: 7Iii7 t �/ ` �� c SW OUZEL LANE Oo Approved plans vi _. o __ � \ :7712_________Ho Er. ■ 1 ' CM shall be on job site. _ / _ SECTION C-C e3 0 �' ♦'yam i OFFICE COPY /7 . I 0 SCALE 20 i 1 INCH= 20 FEET --- ., D.R. Horton Homes C ADDRESS: 13369 SW OUZEL LN j PLAN : 3731 A (..) SCALE 1• = 20' 4386 SW. Macadam Avenue, Suite 102 \ : 6/11/12 Portland Crcgon *,.- PHONE 503,222 4151 FAX •. 503.222.3717