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Specifications 66o2_1 RECEIVED Northwest GEO Consultants, LLC OCT 2 5 2012 CITY OFTIGARD BUILDING DIVISION TECHNICAL MEMORANDUM DATE: May 29, 2012 TO: Andrew Tiemann - D R Horton FROM: Brad L. Hupy, PE, GE - Principal Engineer RE: Segmental Retaining Wall Design 27,A' Alpine View Subdivision •• Summary of Design Details 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 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) (F1 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 N G C, 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 C �` 011 Section View ICS Geometry II � I♦ II II I i� II II � t AB Classic Q C a GN .±.m5 = O 0 � N 71‘q! E f , (!i1I! Z “ I � nilmon 1124 ES: JUNE 30, v 10 .7.5 • 0.2 ft 3 {t Wall Design Varables ir. re ill Section Notes AB Classic Total Wall Height 1.97 ft Block Height 0.656 ft Angle of Setback 6 Deg. . Depth of Block 0.99 ft Length of Block 1.47 ft CO Safety Factors Static External Actual Sliding 009• 5.55 >= 1.5 4. Actual Overturning 10.56 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.19 • Actual Sliding 3.68 >= 1.125 t g Actual Overturning 6.25 >= 2 N V Infill Soil 1-1 Friction Angle 45 Deg. ' - _ Unit Weight 145 pd 0 Retained t 120 Soil —, Friction Angle 32 De gg O Un it Foundation Soil Friction Angle 32 Deg Unit Weight 120 ocf Cohesion 2 p Bearing Capacity Miragrid 2XT Factor of Safety 15.41 —• —• Miragrid 3XT - Internal Compound Stability — • • Miragrid 5XT Factor of Safety 1.76 Course Number 2 Section ® of ® Base Information: Geogrid Information: Base Width: 2 ft 1 x Miragrid 2XT @ a ft Base Depth: 0.5 ft Number Of Geogrid 1 Base From Toe: 0.5 ft • Allan Block Disclaimer: (Y Allan Block provides this software as a service for b clients. The sole purpose of this software Is to assist 0 engineering the design s found in the Anon stabilized k Engineering The 00904 a supporting t ang rl u and It is view and verify the correctness record determine ess of the esulta.A LOCK CORPORATION ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR - 01 MISUSE OF THIS SOFTWARE. This software only considers internal, external and Internal compound stability of the reinforced composite mass. C_ The internal compound stability Iculatlons are limited m en evaluation zone above the base material and back r no further then 2 • H or He + L, whichever is greater. This program DOES NO global stability, defined - _d s be e to ea%r a ° N Ale overall site Is stable. llo is the m LGIIRy d of n°e o to ° ensur b . 1 ° ua Q t N g lobal Stability i y a is anelyead. The engineer of record must evaluate the pro)ex site for proper water management >- lid all potential modes of failure within the segmental retaining wall evaluation zone. The geerechnlcol C a N effects h i segmental firm contracted e by the owner should provide c fun global stability opinion of the site including the y the gmen retaining wan. = 7 • e O � = CD AB Wells 10 contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for 0 X .7 . 0 N site . condition conditlons final design m must provide for proper DEFAULT wan values r ge to prevent thre e conservative o drainage design hydrostoU pressures y sU es _ n r the service life of th structure. In the event additional water is introduced into into th general wan area, 0 a Cr) over above or below code, any designs from this software would be invalid unless otherwise noted by the N engineer e record. well enenflo trecommended t y that tnan independent ba ss d sment e foundation sil ore net E m E m T eluded In this software. These addltie l potential /allure modes should W evaluated b the engineer Of record f0 = .. (p • prior t onnnrm ti ns the wall c on Block S and may require site Inspection by the on -site sails engineer. All installations Z c ? Z L must Spec Book. (Refer to R0901). MethCAD files for hand calculations to support the software's consideration of Internal, external and internal U 0 Z U C compound stability of the reinforced composite mesa are provided on the swre a disc. These files are to be . 4) to — 4/ c1 4) oft gured so that the engineer of record ran evaluate the output of the software. Individual equations may be an alltered at the discrenen of the engineer of record. O U tO O L J • - w . d O 010 Page #: 1 v 10.2.5 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 1 1 H = Wall Height = 1.97 ft Fa = Active Force = 212.52 plf I I U He = Effective Height = 3.07 ft Fav = Vertical Force = 77.31 plf He_i = Effective Height = 2.34 ft Fah = Horizontal Force = 197.96 plf I "l i = Slope = 26.6 Deg. Fr = Resistance Force = 1099.36 plf Ii !HEY _ n ' ' ■ i int = Effective Slope = 26.6 Deg. Ms ila1 °' , i_ext = Effective Slope = 26.6 Deg. Hi It. I': ; P2 I: I l v I ' � I it Internal Design Calculations (Static) IT o Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft pif Load plf Overstress Pullout Block Pullout Soil 1A 0.66 _ 3 39.94 632.67 23.76 14.97 17.04 6.31 cc O ar ° • rn c a c Q•E v C a a = o 7 20 0fx . N I! M a1 wa Z • E Z N z t o cv '' Z v •°-' y <11 (0 a ` ▪ -J 5 a ` 0 0 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 2 C - Miragrid 5XT Min. Length of Geogrid: 3 ft v 10.2.5 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 % 1 / Khi = Horizontal Seismic Coefficient Internal = 0.07 L lam_ • Khry Horizontal S Coefficient Retained = 0.07 Mc � • Oi DFdyn = Dynamic Earth Force = 95.86 Ho � DFdynh = Dynamic Earth Force Horizontal = 89.29 Hi " t f Fo DFdynv = Dynamic Earth Force Vertical = 34.87 f I II � t Pir = Seismic Internal Force = 21.37 plf w IN> { Hir = Seismic Internal Force Location = 0.99 ft 7— L IJl . - Internal Design Calculations (Seismic) F al' Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 5.04 ce 0 3 - rn c _ ~ a 7:c - v _ O C n aN = O � = - zf ` . o N v E ri E � m N EmNE CO 7 Z c E Z N 7 u o Z u c o� CL) — N In i it, U 0__,0.0,0_ Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft .io.x.s Internal Compound Stability Results: oaf r The calculated values listed below are the worst case slip arcs for each block course. The f . . 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 __ 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 I — deemed necessary, a global stability program must be used. t' :wt Ifs -4-� r. . .`.F r e Hi • r Ib ; —• : _Qyntr Vu off`" ea3nnG .. • -. i _ '. ItFgnd Internal Compound Stability Results: y ~ I1' • 2 or Ile* L •• Section: 0 _ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQpt Number Safety Safety (plf) SConn (pit) (plf) (Pin (Pin (P10 (plf) (Static) (Seismic) (plf) 2 1.76 1.61 227.69 0 129.67 0 9.15 265.88 0 0 1 3.2 2.98 687.11 557.63 388.58 0 27.41 799.1 0 0 0 2.05 1.89 1082.2 157.06 604.23 0 42.62 1349.48 0 0 cc 0 W 0 , c a c C a nN = O 7 = O - x g ` N v a1 j -o m N Z m E Z W f u 0 Z U c+ if u Page #: 4 1 10.2.5 • 0.3 ft 3 ft Wall Design Varables _,„,.. r Section Notes AB Classic Total Wall Height 2.63 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft 0 0 Safety Factors Static External Actual Sliding Q eg . 4.9 >= 1.5 SiG. 6 Actual Overturning `t" 7.77 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.19 I U I Actual Sliding 3..21 1 > >= 1.125 Actual Overturning � �. 4.55 > =2 M Infill Soil N III _ Friction Angle 45 Deg. Unit Weight 145 pcf liII ion Retained l Soil O F U nl i t Angle Deg. Unit Weight ght 122 0 pcf Friction Angle 32 Deg. Unit Weight 120 pcf Cohesion 2 pcf Bearing Capacity • Factor of Sa 11 Miragrid 3) 2XT Inte rnal Comp S tability —• —• Miragrid 3)a Mira. rid SXT Factor of Sa fety 2 .46 Course Nu mber 0 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: cc Allan Block provides this software as a service for Its dients. The sole purpose of this software Is to assist • O engineers nineerin principles es found In the Allan stabilffed Engineering retaining Manual. (Refer software and supporting ^ techniques and It I o review responsibility he corrrectness of the record to BLOCK CORPORATION ITS LICENSES OR AGENTS _ f0 DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR - > 0 MISUSE OF THIS SOFTWARE. - w r '- This software only co Idea Internal, external and Internal compound stability of the reinforced composite mass. • C The internal compound external stability calculations are limped to an evaluation zone above the base material and back • 'n i 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 the limits for Internal compound stability. Global Stability Q , O a) should be evaluated to determine If the overall site is stable. It Is the responsibility of the owner to ensure the global all oten t al is modes of failure within to seeg ental retaining`w the evalu for ation zone. ° The geotedinical t gemenl C a a IN engineering f contracted by the owner should provide a MI global stability opinion of the she including the L s ..( effects on ° rate segmental retaining wall. = p 7 = O AB Walls 10 contains DEFAULT values for all data Inputs that the user MUST change or verify as appoprlate for 0 X N the protect conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any site, L condition. The final design m ust provide for proper wall drainage to prevent the buildup of hydrostatic pressures — 0) CO M over the service life of t structure. In the event eddBonal water Is Introduced Into the general wag area, I eit above or below grade, any designs from this software would be invalid unless otherwise noted by the L ' C m N engineer of record. It is also recommended that an Independent assessment of the foundation soli for settlement E m 0) E petentlal and wall deflections for the proposed structure i be performed. Changes In to subeoll conditions are not .0 >` included In this software. These edditlonel potential failure modes should be evaluated by the engineer Installations record Z .. E Z p rior to initiating well onst ruction and may require site Inspection by the on -site soils engineer. Al must conform to the Allan Block Spec Book. (Refer to R0901). .1-• C MathCAD files for hand calculations to support to software's consideration of Internal, external and Internal 0 O Z 0 compound stability of the reinforced composite mass are provided on the software disc. These files are to be - 0) -' _ 0) . i1 Q) elte ° D a d so dl tl ° esplea r ind n sveluate the output of the software. Individual equations may be • ' o U f 0 O 0 � of 0 - J 5. a 0 0 Page #: 1 • v 10.2.5 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 �_ I _ _ j H = Wall Height = 2.63 ft Fa = Active Force = 313.19 plf He = Effective Height = 3.72 ft Fav = Vertical Force = 113.94 plf" . 1.. � He = Effective Height = 2.99 ft Fah = Horizontal Force = 291.73 plf 1 i = Slope = 26.6 Deg. Fr = Resistance Force = 1428.49 plf `y i_int = Effective Slope = 26.6 Deg. 143 ' i 1 i_ext = Effective Slope = 26.6 Deg. ill 4. s 1 t Internal Design Calculations (Static) F , Section: 0 L _ ; Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 4.5 1A 0.66 3 61.96 632.67 15.32 12.96 15.27 9.79 0 aa) - > `o _ rn c ~ a c Q ',o a) C d N = p 7 = Ofg i ` �N a) j �I z c z vE It' t 2 2 t c rn ,6- 3. `00 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 2 C - Miragrid 5XT . Min. Length of Geogrid: 3 ft r 10.2.5 Wall Design Varables Ao = Seismic Coefficient = 0.19 dl = Allowable Lateral Deflection Internal = 3 in ` M d2 = Allowable Lateral Deflection External = 3 in j - Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 1' I Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 t 1' " w . Ili 1 Khi = Horizontal Seismic Coefficient Internal = 0.07 I. , Khr = Horizontal Seismic Coefficient Retained = 0.07 I I' 11: 1J [Nom DFdyn = Dynamic Earth Force = 141.27 1,q L s DFdynh = Dynamic Earth Force Horizontal = 131.59 i l -- p _ t Fa DFdynv = Dynamic Earth Force Vertical = 51.39 lifCl Pir = Seismic Internal Force = 37.76 plf tb jig' Hir = Seismic Internal Force Location = 1.33 ft L 14.4---*1 ' — fit til - Internal Design Calculations (Seismic) F Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 4.16 1A 0.66 3 61.96 1440.75 18.32 - 9.28 10.28 6.01 a! 0 a 3 i -0 . > ` c ~ _a Q . s i C p. n =ot =o 0 f g L.0 N c M E p m N f o m - 0 E A z E E z x N U � z 7 U C U • _ 0 01 V1 i 0 CL J 5. d a W c o 0 L. Geogrld Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 3 C - Miragrid 5XT Min. Length of Geogrid: 3 ft v 10.23 Internal Compound Stability Results: .Opt . The calculated values listed below are the worst case slip arcs for each block course. The I i highlighted is the worst case of all courses. To improve the internal compound stability r safety factors the designer can lessen grid spacing, increase the infill soil strength 'V O I /' requirements, increase geogrid strength or consider lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is • Fa , deemed necessary, a global stability program must be used. ilk , ��5 H i I'll ,' f mf r He kl _10 V'u o Lin �n Mimi . _ ,f . . CQr lam i Y — : =r' - - SFgrld I. Internal Compound Stability Results: __ - • Ili • 2 or lie t L Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQQppt Number Safety Safety (pif) SConn (pif) (pif) (pif) (Pin (pif) (plf) (Static) (Seismic) (pif) 3 4.12 3.84 640.61 607.4 303.14 0 21.38 766.7 0 0 2 3.02 2.8 818.37 546.27 452.73 1.91 31.93 987.68 0 0 1 2.8 2.6 1026.96 747.19 634.11 0 44.73 1229.28 0 0 0 2.46 2.28 1571.91 612.89 887.12 0 62.57 1940.71 0 0 cc . 0 av rn c _~ a _ C a aN i ,_, Z o j = 0 0 f X .. N N L3 cn N j m N E m N CO > T Z E E Z L t0 C U Z U 01 • U a J› a 0 0 Page #: 4 • v 10.2.5 • 0.4 R 3 fl - - Wall Design Varables a Section Notes AB Classic Total Wall Height 3.28 ft Block Height 0.656 ft to Angle of Setback 6 Deg. all Depth of Block 0.99 ft Length of Block 1.47 ft V,Z9' Safety Factors Static External 6 Actual Sliding 4,37 >= 1.5 I f Actual Overturning 6 >= 2 Safety Factors Seismic External �.I Seismic Coefficient = 0.19 Actual Sliding 1111 2.85 Overturning to 1.125 i e • Actual Overturning N 3.48 11111 Infi > = 2 N N Infill Soil IUI U Fn Angle 45 Deg. Unit it Weight 145 pcf Retained Soil III O Friction Angle 32 Deg. Unit Weight 120 pc O Foundation Soil Friction Angle 32 Deg Unit Weight 120 pcf Cohesion 2 p Bearing Capacity Miragrid 2XT Factor of Safety 7.72 —• —• Miragrid 3XT Internal Compound Stability • • Mira rid 5XT F actor of Safety 1.72 Course Number 4 Sect 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 cc Allan Block Disclaimer: e purpose of Allen s i n engineers i n provides the designs pen software service for its The sole °sofwa . evaluation adon techniques and • O enq eer of mechanically retaining wa fa engineering grin responsibility la found In the er of Block E to det erin Manue (Refer to enco and supporting in UtD ralerancas. C V It Is verify the of pmctness of the r%rvlts. CORPoR RS LICENSEES 00. AGENrS� - f0 DO NOT ASSUME ANY LABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR Cl MISUSE OF THIS SOFTWARE. • 4) This software only considers internal, external and Internal compound stability of the reinforced composite mass. - C The internal compound considers stability calculatane are limited to an evaluation zone above the base meteval and back ' no further than 2 • M or Ma + L, whichever Is greater. Thls program DOES NOT address global stability defined — C 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 Q N global stability is analyzed. The engineer of record must evaluate the project e I for proper water management yr a >. and gqine eringq firm rantrected bu N ow she ld p rrovide a ND globel stability op inion of thne. The site ndutl ng the Yr N e f fects en the segmental ratan ing wall. _ o =o AB Walls 10 contains DEFAULT values for all data Inputs that Na user MUST change or verify as appropriate for I x E .. N the project conditions being analyzed. These DEFAULT values do NOT ensure conservative design for any site 47 'C the service life ofathe a structu e.. In the event additional water prevent s the introduced in the general wall area,, = !O rye condition. over above or below grade, any designs from this software would be invalid unless aherwise noted by the C L m N n eer of ecord. It la Iso recommended that an codependent assessment of the foundation soil for settlement E m w E to v teal and wall tleflectlone f n the proposed structure be performed. Changes In the subsoil conditions are not .0 >... inducted in this software. These additional potential failure modes should be evaluated by the engine ofl record CO m an r a Z .. E _ Z L p rior to initiating wall constructlon and may require site inspection by the on -site sons engineer. All must conform to the Allan Block Spec Book. (Refer to R0901). a.+ C J�r C MetCAD files for heed calculations to support the software's consideration of internal, external and internal V O Z V 01 compound stability of the reinforced composite mass are provided on the software disc. These files are to be 0) CO L — 0) . O) co nfg et the thaat the e engineer recor of rn cue uete the output of the software. Individual equations may be ' 0 V f0 ' , • � ured so 0 ` I 0 -00 . Page #: 1 v 10.2.5 • Wall Design Varables . Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Arlie = 6.52 Deg. Kar = Active Earth Pressure Coefficient Retained = Wf = Weight of Facing = 418.91 plf ` • - a H W Wall Height = 3.28 ft Fa = ct ve Force Weight plf = 433.33 plf _� ' = He = Effective Height = 4.38 ft Fav = Vertical Force = 157.64 If 1 v I He = Effective Height = 3.65 ft Fah = Horizontal Force = 403.64 plf 1.' I;.. ,: _— i = Slope = 26.6 Deg. Fr = Resistance Force = 1764.7 plf I y Lint = Effective Slope = 26.6 Deg. 1 MIT R I {Ra i• i_ext = Effective Slope = 26.6 Deg. ' �� I fr L/ - "` -11'� f� I Internal Design Calculations (Static) : Section: O Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 8.71 1A 0.66 3 79.37 632.67 11.96 12.69 15.27 12.55 ce 0 a rn c _ j_ a c .7( 7 , a) ' L n T c d N _ L p.� = o 5 = o o x g L V N N 7 L 21 m N E E a z c ▪ E Z , m u O Z u c a) ' _ a.) 9 ui a) la a J s a 0 0 Geogrid Legend Page #: A - Miragrid 2XT • B - Miragrid 3XT 2 C - Miragrid 5XT - Min. Length of Geogrid: 3 ft v10. :.5 Wall Design Varables 1 Ao = Seismic Coefficient = 0.19 dl = Allowable Lateral Deflection Internal = 3 in -I k d2 = Allowable Lateral Deflection External = 3 in - - ^-- Kaei = Dynamic Earth Pressure Coefficient InfiII = 0.21 1. '1 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 LI:1 W. Khi = Horizontal Seismic Coefficient Internal = 0.07 _' _ � Khr = Horizontal Seismic Coefficient Retained = 0.07 QR�rn DFdyn = Dynamic Earth Force = 195.45 wn I Si: ,/ DFdynh = Dynamic Earth Force Horizontal = 182.06 HI " k f ' , F1 DFdynv = Dynamic Earth Force Vertical = 71.1 �� c�... �! Pir = Seismic Internal Force = 59.01 plf wb L$S d 0 Hir = Seismic Internal Force Location = 1.69 ft _ !NU_ P --s ` ('m1 Internal Design Calculations (Seismic) Fr Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 7.2 1A 0.66 _ 3 79.37 1440.75 14.85 9.44 10.68 7.41 ce 0 ai , _rn C ~ _ n Q 'f N j a o = .i o 7 = O 0 N N E I0 m -0 7 A Z E E Z E = N u Z u N U = N of a a J a 0 0 Geogrid Legend - Page #: A - Miragrid 2XT • B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft v 10.2.5 • Internal Compound Stability Results: IOW, The calculated values listed below are the worst case slip arcs for each block course. The 1 1 k 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 v42 requirements, increase geogrid strength or consider lengthening the geogrids. These o � calculations in no way represent a global stability analysis. If a global stability analysis is , F9 deemed necessary, a global stability program must be used. 'W pi' , f Ar ui f r Fie Hi " . � � +-r b or , Vua Con imill ," i� a nt e° r i?_ - Fprld Internal Compound Stability Results: k' • Hi' 2'orHe.* L Section: 0 e Course Factor of Factor of SFr SVu : SFs SFgrid. SDynF SWt SQ SQpt Number Safety Safety (plf) SConn (plf) (plf) (plf) (plf) (plf) (plf) (Static) (Seismic) (plf) 4 1.72 1.57 207.99 0 120.96 0 8.53 240.42 0 0 3 3.47 3.23 969.53 831.71 519.1 0 36.61 1186.47 0 0 2 2.62 2.43 1177.88 684.92 714.36 8.51 50.39 1467.55 0 0 1 2.51 2.33 1396.51 936.76 928.97 0 65.52 1726.12 0 0 0 _ 2.37 2.2 2141.79 768.2 1227.05 0 86.55 2650.16 0 0 ce O a�� m c H a Q • , CD C a 0T.N = o 7 = O O E X L N . N m . 0 j T Z E EZ kix v 2 Z u O v O �o 0 a.+ • n. J a o 0 Page #: 4 v 50.2.5 • • 0.4 ft 3 ft Wall Design Varables • Section Notes AB Classic Total Wall Height 3.94 ft Block Height 0.656 ft J Angle of Setback 6 Deg. ft Length of B .47 ft Safety Factors Static External Actual Sliding 3.95 > = 1.5 Actual Overturning 4.81 >= 2 Safety Factors Seismic External Seismic Coefficient = 0.19 Actual Sliding 2.56> =1.125 Actual Overturning 2.77 >= 2 Infill Soil Friction An le 45 De . Unit Weig t 145 p Retained Soil Friction Angle 32 Deg. Unit Weight 120 pcf Foundation Soil Friction Angle 32 Deg. Unit Weight 120 pcf Cohesion 2 p Bearing Capacity Factor of Safety 5.42 d 2XT Internal Com d 3XT Factor of Sa fety 2, 9bility • d 5XT Course Number 0 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 Geogrld 3 Base From Toe: 0.5 ft cc Allan Block Disclaimer: Allan Block provides this software as a service for Its clien, The Th purpose of this software is techniques end to CO engineers in the design of mechanically stabilized retaining M1Nww engineering principles found In the Alan Block Engineering Manual. (Refer to 80904 an d supporting references.) It Is the responsibility the engineer of record to determin May yH d a accura f Iny t y tars en 0) to review and vertfy DO NOT ASSUME AANY LIABILITY OR RESPONSIBILITY RFO DAMAGES WHICH MAY ES LT THE USE OR > 17t MISUSE OF THIS SOFTWARE. a) jz This software only considers Internal, external and internal compound stability of the reinforced composite mass. . C The internal compound nobility calculations are limited to an evaluation zone above the base material and back no further than 2 • H or Ha +L whic ever is greater. This program DOES NOT address global stability defined a soil stability below the base material and beyond the limits for internal compound stability. Global St ' Stability — a C s internal ould be evaluated to detem responsibility dne If the overall site is stable. It is the sp sibilty of the owner to ensure the t0 global stability Is analyzed. The engineer of record must evaluate the project site for proper water management I 4- 0. T d all potential modes of failure within the segmental retaining wail evaluation zone. The geotadtnlcal (V e engineering firm contracted by the owner should provide a h0 global stability opinion of the site including the L ffects on me segmental retaining wall. _ e . _ = 0 AB Walls 10 contains DEFAULT values for ell data Inputs that the user MUST change or verify as appropriate for O x y .. N theproject conditions being analyzed. These DEFAULT values do NOT ensure a conservative design for any Min L t condition. The final design must provide for proper wan drainage to prevent the buildup of hydrostatic pressures (Y) n over the service fife of t8 structure. In the event additional water Is mtroduad into the general wan area, ra to r either above or below grade, any designs from this software would be Invalid unless otherwise noted by the L m N engineer of record. It is also recommended that an independent assessment of the foundation soil for settlement E CO 5) potential and wall deftections for the proposed structure be performed. Changes In the subsoil conditions are not f0 .0 = >- i t r Initiating u a software. These additional potential failure modes should be evaluated by The engineer of record • e - L - f0 m wall construction and may require site Inspection by the on -site soils engineer. All insatiate. Z • C Z must conform to the Allan Block Spec Book. (Refer to R0901). J.+ 0 C 7 Y C MathCAD flies for hand calculations to support the software's consideration of Internal, external and internal U Z U C>1 pound stability of the reinforced composite mass are provided on the software disc. These files are to be G) I L O — Q l v — altered the dissoetlon engineer engih er of record. e evaluate the o utput of th software. Individual equations may be 'O 0 03 p , to a nu f0 o ..j 5 o O O • Page #: 1 . v 10.2.5 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 i 0.376 Wt = Total Weight = 1755.03 pIf -^ H = Wall Height = 3.94 ft Fa = Active Force = 572.92 plf - V - II 'I He = Effective Height = 5.04 ft Fav = Vertical Force = 208.43 plf l N He_i = Effective Height = 4.3 ft Fah = Horizontal Force = 533.67 plf a I � I i = Slope = 26.6 Deg. Fr = Resistance Force = 2107.99 plf I i_int = Effective Slope = 26.6 Deg. rw Ir . i � e' r ' a i_ext = Effective Slope = 26.6 Deg. H+�n- fin ' .. . • Internal Design Calculations (Static) Fa -----... Section: 0 _ Geogrid Geogrid Geogrid - Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 4.5 2A 1.97 3 61.96 632.67 15.32 12.96 12.26 9.79 1A 0.66 3 96.78 632.67 9.81 12.53 15.27 15.3 cc • O w m CU a Q'c ai c aN af v 12 ri d j m N Em w E CO 7 T Z c E Z „,i: x 7 N O Z N 01 • U N i Q. a0o Geogrld Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 2 C - Miragrid 5XT _ Min. Length of Geogrid: 3 ft v 10.2.5 • • . - 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 %VI l Khi = Horizontal Seismic Coefficient Internal = 0.07 • Il` Khr = Horizontal Seismic Coefficient Retained = 0.07 I T • DFdyn = Dynamic Earth Force = 258.42 Ho _ i �R�rn DFdynh = D Hi a III !Dynamic Earth Force Horizontal = 240.71 I,. Fa DFdynv = Dynamic Earth Force Vertical = 94.01 I I �� ?` Pir = Seismic Internal Force = 85.12 plf Fria I Hir = Seismic Internal Force Location = 2.04 ft L Ij' 8�1 ---- t--_:i tin Internal Design Calculations (Seismic) Pr Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft plf - Load pif Overstress Pullout Block Pullout Soil 3A 3.28 3 28.48 1440.75 23.63 5.86 1.9 4.66 2A 1.97 3 61.96 1440.75 17.2 8.71 6.41 6.39 1A 0.66 3 96.78 1440.75 12.48 9.55 10.95 8.81 0 . a - • > rn H . c H a c ' C' 9 n S =O j = 0 0 X x L: N f 0 M (1) 7 -0 m N . Z c E Z L x c u .2 Z u c rn aJ f0 Geogrid Legend Page #: A - Miragrid 2XT • B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3 ft v 10.2.5 • Internal Compound Stability Results: 'AIpt The calculated values listed below are the worst case slip arcs for each block course. The f... highlighted is the worst case of all courses. To improve the internal compound stability N " safety factors the designer can lessen grid spacing, increase the infill soil strength �'� 1 _ ! requir 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 -7 deemed necessary, a global stability program must be used. _ _- ti Wt ~F � ' / 11 r,,,, • f `,fr HO Hi i -• •IQynF WI 0 I Cotnnc A ' -"'' 1,1-gnd Internal Compound Stability Results: ` Mg * 2 or $1e + L 4., Section: 0 _ _ Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQQ t Number Safety Safety (plf) SConn (plf) (plf) (plf) (Pin (plf) (plr) (Static) (Seismic) (plf) 5 3.45 3.21 815.38 546.39 394.98 0 27.86 1015.99 0 0 4 2.9 2.69 980.98 621.54 552.79 0.21 • 38.99 1223.66 0 0 3 3.03 2.81 1233.29 1056.01 755.69 0 53.3 1506.3 0 0 2 2.35 2.17 1574.53 823.57 1028.49 14.32 72.54 2030.12 0 0 1 2.53 2.35 1820.98 1398.08 1271.35 0 89.67 2288.36 0 0 0 2.29 2.12 2614.48 1063.54 1608.47 _ 0 113.45 3328.2 0 0 ce 0 3 w g„' C_ i_ _a C . v ' C g O N = L , 7 = O 0 o x x L V N w 7 .0 m N C m j Z E E Z 3 -;z N 0 Z d 0 .. u -' L7) 23 a `� 3 a ` . 00 Page #: 4 v 10.2.5 Wall Design Varables . 0.5 ft 1, 3 ft Section Notes AB Classic Total k Height Height 0. 6 56 ft Block Hgt .56 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety Factors Static External Actual Sliding J 3.61 >= 1.5 Actual Overturning 3.97 > =2 Safety Factors Seismic External Seismic Coefficient = 0.19 - Actual Sliding IIIF 2.33 >= 1.125 Actual Overturning 2.27 >= 2 Infill Soil Friction Angle 45 Deg. Unit Weight 145 pd Retained Soil Friction Angle 32 Deg. Unit Weight 120 pcf Foundattion Soil g F Unit Wei 20 Cohesion 2 pcf Bearing Capacity Factor of Safety 3.92 d 2XT Internal Compound Stability d 3XT Factor of Safety 1.68 d 5XT Course Number 6 Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft 3 x Miragrid 2XT @ 3 R - Base Depth: 0.5 ft Number Of Geogrid 3 Base From Toe: 0.5 ft • • Allan Block Disclaimer: purpose ce engineers In provides osoftware icallly stabled Its walls. sole °s;Rwa ou es software is chniyqu. and 0 ' engineers principles fond in the Allan Blob Englnaerin Manuel. ( to R0904 evaluation supp rofe ences. V to reviewed veny Use correctness of the results. BLOCK sscuracy of ITS LICENSEES OR AGENTS - f0 DO NOT ASSUME ANT LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR - > 0) MISUSE OF THIS SOFTWARE. _ a) This software only considers Internal, ertemel and internal compound stability of the reinforced composite mess. C The internal compound stability calculations are limited to an evaluation zone above the base material and back - ' no further then 2 • El or He L, whichever is greater. This program DOES NOT address global stability defined s it stability below the base materiel and beyond the limits for internal compound stab Global Stability Q , 0 -c w as be evaluated to determine if overall site is arable. It Is the responsibility of the owner to ensure the global dl lobal stability is nalyzad. me engineer of record must evaluate the project for pm per water management .1.. .1.. >' and all potential modes of failure within the segmental retaining well evaluation zone. The geotenical r--r C C • 0. N e nuineednu nrm centratad by the owner should provide a Out global stability opinion of the site including the = n i7 , e -1 Mets an the segmental reta i ning wall. o 7 = O AB Walls 10 contains DEFAULT values for ell data inputs that the user MUST y lunge or verify as appropriate for design • con condition. he final design being must analyzed. o provide for These proper values NOT to conservative pp of hydrostatic pressures - 4/ I N over the service life of the structure. In the event additional water k introduced Into the general wall area, • • -0 L r•'1 either above or below wade, any designs from this software would be invalid unkas otherwise noted by the L m N ngineeel of record. wall It is a l s recommended e te that an independent assessment of the foundation soil for settlement E Ca 0/ E T included in this software. These additional potential failure modes should be Changes valuated by the l engineer n of record . • � C • co prior to initiating wall construcbon and may require site Inspection by the on -site soils engineer. NI instagalons Z •• C Z E must conform to the Allan Block Spec Book. (Refer to R0901). 4—. O 7 a.+ C external files for hand uslalations to support the software's consideration of internal, erteel end internal U . Z V y urea staDlLty of the reinforcad composite mess are pravided en [he software dlx These files are to be N z.+ - q) G) co nfi g ured so thee the en of record can evaluate the output of the software. Individual equations ma be 'O fa 'i V) Y the discretion of the engineer of record. I V altered at a ` -I 5 a ` 0 0 Page #: 1 v 10.2.5 Wall Design Varables Kai = Active Earth Pressure Coefficient Infill = 0.161 Setback = Beta Angle= 6.52 Deg. _ - - Kar = Active Earth Pressure Coefficient Retained = Wt = Weight of Facing g 2047.53 p 586.48 plf `_ �:- = H = Wall Height = 4.59 ft Fa = Active Force = 731.98 plf i i 11 He = Effective Height = 5.69 ft Fav = Vertical Force = 266.29 plf lee va • He i = Effective Height = 4.96 ft Fah = Horizontal Force = 681.82 plf 4 i = Slope = 26.6 Deg. Fr = Resistance Force = 2458.36 plf � � Fp �� i_int = Effective Slope = 26.6 Deg. i_ext = Effective Slope = 26.6 Deg. Hi ■ ch B -- t „.� t_ I Internal Design Calculations (Static) F. 1 Section: 0 i Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft pif Load plf Overstress Pullout Block Pullout Soil 3A 3.28 3 55.11 632.67 17.22 10.85 7.48 8.71 2A 1.97 3 79.37 632.67 11.96 12.69 12.26 12.55 1A 0.66 3 114.2 632.67 8.31 12.41 15.27 18.05 ce O 00i v r° rn c a c Q•, v C a aN ='o� =o Ozz ` .o N V-3 0 M E N � j � m N tO = T Z E= Z N x N O Z N 5 y U ' -^{A a+ o_ J d 0 0 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 2 C - Miragrid 5XT . Min. Length of Geogrid: 3 ft :3 Wall Design Varables Ao = Seismic Coefficient = 0.19 dl = Allowable Lateral Deflection Internal = 3 in -1 , • i d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.21 I Kaer = Dynamic Earth Pressure Coefficient Retained = 0.55 Wig I )"- 1 Khi = Horizontal Seismic Coefficient Internal = 0.07 Is I_ -:�� Khr = Horizontal Seismic Coefficient Retained = 0.07 Ifp%� tq p � • DFdyn = Dynamic Earth Force = 330.16 ISA . P j DFdynh = Dynamic Earth Force Horizontal = 307.54 i 1- ,r" / Fn DFdynv = Dynamic Earth Force Vertical = 120.11 - F 1.- I, j, Pir = Seismic Internal Force = 116.1 plf rib I UD` a Hir = Seismic Internal Force Location = 2.4 ft L Mill ` - Internal Design Calculations (Seismic) Section: 0 Fr' Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 7.9 2A 1.97 3 79.37 1440.75 14.11 8.97 6.73 7.8 1A 0.66 3 114.2 1440.75 10.77 9.63 _ 11.15 10.21 ce 0 3 CD m _ rn c ~ a � . ¢., v C a i aN ,..1 o Z > = 0 z x N N 7 m m (Ni Z E E Z ,, v i .2 Z y c U IA i . a ` - a` 0 0 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 3 C - Miragrid 5XT Min. Length of Geogrid: 3 ft . . v 10.2.5 Internal Compound Stability Results: IOW, 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 t % requirements, increase geogrid strength or consider lengthening the geogrids. These 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. • a �s' / .. 1 0 1 .. _. 1' /` r�r , im Vu o � �iii F C ma ;. ' . .g SFgrid Internal Compound Stability Results: = ' Hi • 2 °rile,* L Section: 0 " Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQpt Number Safety Safety (plf) SConn (plf) (pif) coo (plf) (plf) (plf) (Static) (Seismic) (plf) 6 1.68 1.54 200.12 0 118.78 0 8.38 231.94 0 0 5 2.9 2.7 1164.23 754.43 660.9 0 46.62 1495.23 0 0 4 2.46 2.29 1456.95 761.33 901.55 3.01 63.59 1890.49 0 0 3 2.63 2.44 1739.4 1280.32 1147.24 0 80.92 2209.55 0 0 2 2.1 1.94 2122.47 962.22 1478.21 13.56 104.26 2854.81 0 0 1 2.3 2.13 2373.21 1656.99 1753.22 0 123.66 3107.27 0 0 0 2.14 1.98 3372.51 1254.59 2164.13 0 152.64 4451.31 0 0 cc 0 . 5 a rn • • c� n C a a 0 x x ` N a, 7 • , m N 0 m ( - 7 . ,O Z - E z a , x 7 Z rn . . U - Ton I Y o_- 0 - 00 Page #: 4 . 10.2.5 • Wall Design Varables 0.6 ft 3.5 ft Section Notes AB Classic r Total Height ft Block k Height 0.. 656 56 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety Factors Static External ce Actual Sliding • .•1 6.1 >= 1.5 6 e9 Actual 7 9 v ertu2 i ng ' Safety Factors Seismic External Seismic Coefficient = 0.19 Actual Sliding 11111 4.16> =1.125 Tr il■ Actual Overturning III 4.14 >= 2 �.I - - -- Infill Soil Deg. �:I Friction t Weight 145 pcf Retained Soil Friction Angle 32 Deg. Unit Weight 120 p III I . I Foundation Soil Deg. Un t Weight 120 pcf 11111 - - • Cohesion 2 pd 0 Bearing Capacity Factor of Safety 5.86 • Miragrid 2XT Internal Compound Stability - - -• Miragrid 3XT Factor of Safety 2.77 — - - Mira •• rid 5XT Course Number 0 Section 0 of 0 Base Information: Geogrid Information: Base Width: 2 ft I 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 • ce Allan Block Disclaimer: Allan Block provides this software as a service for its clients. The sole purpose of this software is to assist 0 engineers In the design of mechanically stabilized retaining walls. The softwa evaluation a and engineering principles t found in the Allen Block Engineering Manuel. (Refer to R0904 end supporting references. to l review nd responsibility y verify thefcorrectness°of of the determine the propriety BLOCK CORPORATION accuracy pparameters ITS LICENSEES OR AGENTS Cl.) tO of the DO NOT ASSUME ANY UABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MM RESULT FROM THE USE OR 01 MISUSE OF THIS SOFTWARE. i- N r This software only considers internal, external end Internal compound stability of the reinforced composite mass. C The Intemel compound stability calculations are limited to an evalueton zone above the base material and back ' no further than 2 • H or Ha + L, whichever is greater. This program DOES NOT address global stability defined - a as soil stability below the base material and beyond the limits for internal compound stability. Global Stability — . O a) 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 h 4 I1 •+ >• and nyylneering firm contracted by the ownerr should prov gmental a NB global stability on inio n of the sites eluding the = u C s I a ffects on the segmental retaining wall. = o ] _ o AB Walls 10 contains DEFAULT values for all data input 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 L - o N condition. The final design must provide for proper wan drainage to prevent the buildup of hydrostatic pressures — .I) to «Yl eithh the service life of the structure. In the event additional water is Introduced into the general wall area, 8) = ` • L N er above or below grade, any designs from this software would be Invalid unless otherwise noted by the - m polo " rlsl one vial Eellouti ne for m <D ° " cture he e performed Oranges in the s ubsoil onditions Aare not m .0 0) E >" included i this software. These additional potential failure modes should be evaluated by the engineer of record (O L TO p rior to initiating wall constructl°n end may require Ste Inspection by lire on -site soIb engineer. All installations Z C C Z Z must conform to the Allan Block Spec Book. (Refer to R0901). -o o 7 y , MethCAD files for hand calculations to support the software's consideration of internal, external and internal V J Z ./ V C compound stability of the reinforced composite mass are provided on the software disc. most files are to be f0 _ , ^ al oonr a °tree tlattr the engine oO of rn evaluate the output of the software. Individual equations may be 0 _ t0 O v m 0. -I 5 a 0 0 Page #: • • 1 . v 10.2.5 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 -1 1 0.231 Wt = Total Weight = 2720.69 plf H = Wall Height = 5.25 ft Fa = Active Force = 542.26 plf - � - �,,1 • He = Effective Height = 6.25 ft Fav = Vertical Force = 197.27 plf I u�ra i He_i = Effective Height = 5.65 ft : Fah = Horizontal Force = 505.11 plf :1 . LI i = Slope = 26.6 Deg. Fr = Resistance Force = 3079.56 plf I v i int = Effective Slope = 9.09 Deg. I� a � •� I r ' ra i_ext = Effective Slope = 0 Deg. `ii1 It .F3 s - 3- Internal Design Calculations (Static) " .--.0111•• Section: 0 . Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 3.85 3A 3.28 3 51.53 632.67 18.41 15.58 11.29 8.15 2A 1.97 3 80.07 632.67 11.85 15.14 14.97 12.66 1A 0.66 3 108.6 632.67 8.74 14.94 18.64 17.17 • cc 0 Cl./ to _ rn c_ ~ a c Q-E, a., a a IN Z O= j = p CD 2 a m N f T Z E E Z N + E u 2 Z 4 c o al _ W . � d J d 0 0 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3.5 ft v 10.2.5 • • Wall Design Varables Ao = Seismic Coefficient = 0.19 d1 = Allowable Lateral Deflection Internal = 3 in j d2 = Allowable Lateral Deflection External = 3 in --^ --�- Kaei = Dynamic Earth Pressure Coefficient Infill = 0.17 I: 1 ` Kaer = Dynamic Earth Pressure Coefficient Retained = 0.27 WI ki ,h ) . Khi = Horizontal Seismic Coefficient Internal = 0.07 I! I''.. _,..1._ Khr = Horizontal Seismic Coefficient Retained = 0.07 IRS r : Moo = Dynamic Earth Force = 99.06 III. T / � DFdynh = Dynamic Earth Force Horizontal = 92.28 HI - -1112 �. Fu DFdynv = Dynamic Earth Force Vertical = 36.04 t WI, f J _. - Pir = Seismic Internal Force = 151.93 plf flu I t _ Hir = Seismic Internal Force Location = 2.76 ft _ If Internal Design Calculations (Seismic) Section: 0 Er Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency 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 4.68 3A 3.28 3 51.53 1440.75 18.75 9.5 3.5 5.87 2A 1.97 3 80.07 1440.75 14.02 10.72 8.24 7.85 1A 0.66 3 108.6 _ 1440.75 11.19 11.46 13.45 9.83 cc 0 3 CU m rn c _ _a. c Q• ai C a aN 0 o x . ' = N 6 7 L I' ,,.."2 N E co .0 E > Z E E Z c f d 2 Z N o ' u 2 Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT C - Miragrid 5XT Min. Length of Geogrid: 3.5 ft .10.2.5 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 rr safety factors the designer can lessen grid spacing, increase the infill soil strength `00 d ' requirements, increase geogrid strength or consider lengthening the geogrids. These 1t calculations in no way represent a global stability analysis. If a global stability analysis is ' ,r Fs I . deemed necessary, a global stability program must be used. _ �� )7, . i 4111 - 1 T . :I ME Hi Vu o XI XI . 1 ♦ v • Con I 0 ' .9 Fgrld, Internal Compound Stability Results: C ' lei' 2 or44e.4* L Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQQ t Number Safety Safety (Pin SConn (Pin (plf) (Pin (plf) (plf) (pif) (Static) (Seismic) (Pit) 7 6.55 6.11 385.28 546.39 142.27 0 10.04 377.06 0 0 6 4.79 4.46 749.51 614.99 292.97 37.45 20.66 777.91 0 0 5 4.14 3.85 892.83 962.46 449.88 6.65 31.73 913.76 0 0 4 3.35 3.11 1302.41 901.11 675.29 57.65 47.63 1441.24 0 0 3 3.71 3.45 1567.03 1776.38 900.1 0 63.49 1673.67 0 0 2 3.22 3 2343.39 1710.26 1264.03 19.46 89.16 2871.62 0 0 1 2.87 2.66 2292.34 1924.22 1470.07 0 103.69 2623.42 0 0 0 2.77 2.57 3811.13 1445.63 1898.46 0 _ 133.9 5012.44 0 0 ce 0 v o rn • . C p. a C Q' r p N ' C a a N L y , = o = 0 0 . . . N 6 7 L 2 m N E CO a 1a -a > T Z E E Z x O N U 0 Z V C CU ( .. �1 0 O U 7',. O Vf J a _1 a 0 0 Page #: . 4 v 10.2.5 Wall Design Varables Section Notes AB Classic 0.7 ft 4 ft Total Wall Height 5.91 ft Block Height 0.656 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft • Safety Factors Static External e 636 >=1 .—I 02A' Actual Overturning 7.23 >. 2 Safety Factors Seismic External V Seismic Coefficient = 0.19 Actual Sliding 4.3 >= 1.125 ��i Actual Overturning 4.35 >= 2 II.I Infill D Soil g r�l Friction Unit Weight 145 pcf 7 III Retain Soil g LI, F riction Unit Weight 20 I NI III •• . Foundation Soil 1111 Friction Angle t 32 Deg. pcf l.I •tie • Unit Cohesion 2 p O Bearing Capacity Factor of Safety 5.35 Miragrid 2XT Internal Compound Stability —• —. Miragrid 3XT Factor of Safety 2.74 — • • Mira• rid 5XT Course Number 1 5 @Ct 0 Of o Base Information: Geogrid Information: Base Width: 2 ft l x Miragrid 2Xr @ 3.5 ft Base Depth: 0.5 ft 3 x Miragrid 2XT @ 3 ft Base From Toe: 0.5 ft Number Of Geogrld 4 • be Allan Block Disclaimer: Allan Block provides this software as a service for its Glenn. The sole purpose of this software Is to assist 0 engineer pprl delig fof mechanically ll stabilized il i ° retaining wal. yIT(R software uses anndlsuppvn techniques to reviewed verify gie correctness e n ` ofthe results. BL CORPORATION, ITS LJCENSEES OR AGENTS tC DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE USE OR Cl MISUSE OF THIS SOFTWARE. This software only considers Internal, enamel and internal compound stability of the reinforced composite mass. C The Internal compound stability calculatlons are limited to an evaluation zone above the base materiel and beck ' 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 materiel end beyond the Omita for internal compound stability. Global Stability Q C 41 should be evaluated to determine N the overall site is stable. It is the rasp dbill y of the owner to ensure the g lobal stability is analyzed. The enalneer of record must evaluate the project i site for proper water management i a T and all ell ll pttent modes failure aw t h e se e valuation zone. The geotedmicel C 0. fV ek to on Ne sr contracted retaining wall. global stability opinion of the site including the = Y _ 7 a — I AB Walk 10 contains DEFAULT values for all data inputs that the user MUST Mange or verify as appropriate for 0 O = • • = O the yy lect conditions being n enayzedl. These DEFAULT velum ge do NOT ensure a conservetve eeslaa for eny site L -0 condl[lan. The final eesl n st previde far proper wail drelna to prevent tlta Oundu of hydrostatic pressures — a) to rte over the service life of tg ahudure. In the event additional water le introduced into t� general wail area, y �. N 7 - 0 L either above or below grede, any designs from this software would be invald unless otherwise noted by the (0 engineer of record. wel e iicstlelns recommended an n asses C l n t of the foundation sell fa rehir of E .0 >' • paused in this software. Those eddltl real potential tenure medm aheuld be evaluated by the enyinaer of record fa . C = fO p rior to Imdeting wen construction and may require site Inspection by idle on -site soils engineer. N insta0atlons Z C Z ` must conform to the Allan Block Spec Book. (Refer to R0901). Y 0 7 - ' Math flee for hand olculatlons to support the software s consideration of internal, external and internal Li Z a) corn ifigu ed LIZ eeengine of nc vin a aluate Ma out0uf of the sow re. In ti iduaet eavotle s m v be U O ' VI Jl.a yu altered at t he discretion of the engineer of record. Q) tO O. J$ a 0 0 Page #: • 1 . v 10.2.5 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 ii 0.231 Wt = Total Weight = 3489.01 plf -... - j- H = Wall Height = 5.91 ft Fa = Active Force = 662.12 plf • - I :1 He = Effective Height = 6.91 ft Fav = Vertical Force = 240.87 plf 1 ye* , He_i = Effective Height = 6.33 ft Fah = Horizontal Force = 616.75 plf M_A...- o i = Slope = 26.6 Deg. Fr = Resistance Force = 3921.48 plf I v i int = Effective Slope = 8.24 Deg. • . ��, i_ext = Effective Slope = 0 Deg. ► Ai 1 el IIII Illii`° °® "7 Iatl' Internal Design Calculations (Static) . F . Section: 0 Geogrid Geogrid Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft pif Load plf Overstress Pullout Block Pullout Soil 4A - 4.59 3.5 47.08 632.67 20.16 12.7 9.85 7.44 3A 3.28 3 65.81 632.67 14.42 15.31 11.37 10.4 2A 1.97 3 94.14 632.67 10.08 15.05 15.07 14.88 1A 0.66 3 _ 122.47 632.67 7.75 14.92 18.78 19.36 • cc 0 aa) v • m _ rn c ~ •a 7c ., Cl.) c aN CU 7 L d m N • m .o = T Z C Z 7 al V � Z U C - p1' • aJ U N *(7.) Y CD 10 a J a 0 0 - Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 2 C - Miragrid 5XT _ Min. Length of Geogrid: 4 ft v 10.2.5 • Wall Design Varables 23.,,...,„„...-----' • Ao = Seismic Coefficient = 0.19 dl = Allowable Lateral Deflection Internal = 3 in f a d2 = Allowable Lateral Deflection External = 3 in Kaei = Dynamic Earth Pressure Coefficient Infill = 0.17 i 1 Kaer = Dynamic Earth Pressure Coefficient Retained = 0.27 % 1 w Khi = Horizontal Seismic Coefficient Internal = 0.07 11 11. .�__ Khr = Horizontal Seismic Coefficient Retained = 0.07 I f T . - a y y ,,y DFdyn = Dynamic Earth Force = 120.96. ►4q ILII - A •: DFdynh = Dynamic Earth Force Horizontal = 112.67 i ""1 ; ,.;{ - ;k ��o A. DFdynv = Dynamic Earth Force Vertical = 44 uch., � » . Pir = Seismic Internal Force = 192.63 plf Pilo IMP • ., - Hir = Seismic Internal Force Location = 3.12 ft c III • Internal Design Calculations (Seismic) �.* Section: 0 Geogrid Geogrld Geogrid Tensile Force Allowable Factor Safety Factor Safety Factor Safety Efficiency Number Elevation ft Length ft pif Load pif Overstress Pullout Block Pullout Soil 4A 4.59 3.5 47.08 1440.75 14.12 5.33 1.52 7.79 3A 3.28 3 65.81 1440.75 15.61 9.92 3.74 7.05 2A 1.97 3 94.14 1440.75 12.2 10.91 8.49 9.01 1A 0.66 3 122.47 1440.75 10.02 11.55 13.67 10.98 . c4 O 3 Cl.) m rn a c Q •, y C a 88: N C' .2- ,..� . = o 7 = O Li f x ` N V n' m .n 7 >+ z E Ez ,- z 7 N u 0 Z 4-, c a) ' v. rn y _ (1) to Geogrid Legend Page #: A - Miragrid 2XT B - Miragrid 3XT 3 C - Miragrid 5XT Min. Length of Geogrid: 4 ft r 10.2.5 1 Internal Compound Stability Results: g The calculated values listed below are the worst case slip arcs for each block course. The F i 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 2`.Q } f requirements, increase geogrid strength or consider lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global stability analysis is ,� Fa deemed necessary, a global stability program must be used. 1',W j/ - ink r ' ' ; • uti I 4 MG' Hi C[t i , 1 Vu 0 1 I RI • Fgrld Kira . Internal Compound Stability Results: F es^ , Hi • 2 rile,. L Section: 0 Course Factor of Factor of SFr SVu : SFs SFgrid SDynF SWt SQ SQpt Number Safety Safety (PM SConn (PM (PM (PM (Pin (PM (plf) (Static) (Seismic) (plf) 8 2.8 2.6 431.17 0 153.77 0 10.85 456.38 0 0 7 4.95 4.61 653.88 754.43 284.66 0 20.08 641.26 0 0 6 4.05 3.77 1142.54 753.67 486.22 72.46 34.29 1173.5 0 0 5 3.64 3.38 1292.1 1170.49 681.62 16.72 48.08 1313.01 0 0 4 3.05 2.83 1852.43 1040.89 970.36 65.15 68.44 2117.65 0 0 3 3.43 3.19 2074.68 2070.03 - 1207.5 0 85.17 2183.44 0 0 2 3.05 2.83 2962.62 1951.87 1625.95 47 114.68 3534.44 0 0 1 2.74 2.54 2886.25 2185.25 1849.96 0 130.48 3243.05 0 0 0 2.82 2.62 5037.07 1636.67 2369.93 0 167.16 6410.19 0 0 ce O al a �o rn c a' C a a• = O = O o E g L 10 N N j L. m N • f0 7 rt ' Z C E Z ` m i, O 7 a, v • v i Z u O • N V UI a 1:1-1(1.100 Page #: 4 v 10.2.5