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Report cic z-- 7 s`� `y OFFICE COPY -.41)PA Engineering.Inc. ' Real-World Geotechnical Solutions Investigation • Design • Construction Support April 14, 2017 Project No. 15-4010 Riverside Homes ) fl ' Ms. Niki Munson ' 17933 NW Evergreen Parkway, Suite 370 JULJ CITT / Beaverton, Oregon 97006 Y OF 1 R-ft Phone: (503) 645-0986 BUILDING DIVISION ' Email: nmunson(a�riversidehome.com CC: Ken Sandblast, Westlake Consultants, ksandblastCa�westlakeconsultants.corn David Nichols, Westlake Consultants, dnicholsCu�westlakeconstultants.corn SUBJECT: DESIGN AND CONSTRUCTION RECOMMENDATIONS FOR ULTRABLOCK GRAVITY RETAINING WALLS ELDERBERRY RIDGE SUBDIVISION ' 14775, 14825, AND 14830 SW 76TH AVENUE TIGARD, OREGON Reference: GeoPacific Engineering, Inc., Geotechnical Engineering Report, Elderberry Ridge ' Subdivision, 14775, 14825, and 14830 SW 76th Avenue, Tigard, Oregon, May 22, 2016. ' As requested, this report presents design and construction recommendations for retaining walls that are to be constructed as part of the above-referenced project. GeoPacific Engineering, Inc. ' (GeoPacific) previously performed a geotechnical investigation of the site and presented recommendations for project development in the above-referenced report, dated May 22, 2016. We understand that plans for project development include three retaining walls (designated Retaining Walls 1 through 3) consisting of: 1) A fill wall along the south side of lots 12 through 17 with a maximum exposed height of 9 feet, 2) A cut wall along the south side of lots 29 through 32 with a maximum exposed height of 7 feet, 3) And a cut wall along the west side of lot 28 with a maximum exposed height of 3 feet. The approximate locations of these walls are shown on Figure 1. Based on our review of the site grading plan, Retaining Walls 1 and 2 will have maximum 3H:1V slopes above, extending for a maximum horizontal distance of 12 feet. We assume Retaining Wall 3 will have a maximum 2H:1V slope above. Retaining Wall 2 will have a maximum 3H:1V slope below and Retaining Walls 1 and ' 3 will have relatively level slopes below. We understand that Retaining Wall 1 will have a 12-inch diameter storm pipe installed in its backfill at an approximate distance of 5 feet from the face of the wall and at depths ranging from 5 to 6 feet below finished grade. 14835 SW 72nd Avenue Tel (503) 598-8445 Portland, Oregon 97224 Fax(503) 941-9281 I Elderberry Ridge— Ultrablock Retaining Wall Design and Construction Recommendations IProject No. 15-4010, April 14, 2017 ULTRABLOCK GRAVITY RETAINING WALL 1 (LOTS 12 THROUGH 17) - DESIGN AND CONSTRUCTIONS RECOMMENDATIONS IWe understand that Retaining Wall 1 will consist of an Ultrablock gravity retaining wall. The wall will have a maximum exposed height of 9 feet, a maximum 3H:1V slope above, and relatively level I surface below. We understand that the wall will have a 12-inch diameter storm pipe installed in its backfill at an approximate distance of 5 feet from the face of the wall and at depths ranging from 5 to 6 feet below finished grade. The configuration for this wall is shown on the attached Typical IConstruction Detail, Figure 2. In order to avoid conflict with the proposed storm pipe, the wall embedment should increase as the I exposed height decreases. The configuration illustrated on Figure 2 should be used for exposed heights ranging from 7.8 to 9 feet. Wall embedment will range from 18 to 32 inches for this configuration. Figure 3 shows the proposed configurations for all possible exposed heights less Ithan 7.8 feet. Wall embedment will range from 18 to 32 inches for these configurations as well. It is our understanding that the Ultrablock wall will not be subjected to surcharge loading from traffic or structures. If the walls are to be subjected to surcharge loads, such as footing loads or I traffic from private driveways or streets, GeoPacific should be consulted to provide additional recommendations. I Wall design calculations for an Ultrablock gravity wall with maximum exposed heights of 9 feet are attached to this report. Soil parameters used in these analyses were based on typical values for the native soils encountered in our subsurface explorations. The wall should be founded on a I crushed rock leveling pad a minimum of 6 inches thick and should be embedded a minimum of 18 inches. Subgrade soils should consist of undisturbed, native silt or sand. GeoPacific should observe subgrade soils to verify a suitable bearing stratum is present. If any soft or organic soil I zones are encountered, overexcavation and replacement of the unsuitable soils should be performed. The depth and extent of any overexcavation should be determined in the field based on actual conditions exposed. ISince Retaining Wall 1 is a fill wall, the fill should be overbuilt and compacted properly before cutting it back to construct the wall. Wall backfill materials should consist of relatively clean granular materials with less than 7 percent fines, such as 3/4"-0 crushed aggregate. Wall backfill should be compacted to at least 90% of Modified Proctor (ASTM D1557) maximum density. The leveling pad should be carefully constructed and the bottom row of blocks should be carefully I placed at the correct angle. The second row of blocks should not be placed until adequate wall angle has been verified. Wall tilt should be checked frequently during wall construction, as a reduced angle will result in reduced factors of safety. Retaining Wall 1 was designed with a tilt of I3 degrees +1- 1 degree. Adequate drainage behind and beneath the wall is important for wall performance. A subsurface I drain consisting of 4-inch diameter, perforated pipe should be placed at the back of the wall as shown on the attached details. The drain pipe and surrounding drain rock should be wrapped in non-woven geotextile (Mirafi 140N, or approved equivalent) to minimize the potential for clogging Iand/or ground loss due to piping. Water collected from the drains should outlet to the natural area below the walls, or may also be connected to the storm drain system if practical. It should be noted that retaining walls such as those planned for the project will generally I experience some minor wall movement. As a result, structural loads other than those accounted for in the design, should not be within the 1.5H:1V plane measured from the back of the bottom of I2 GEOPACIFIC ENGINEERING, INC. ElderberryRidge g — Ultrablock Retaining Wall Design and Construction Recommendations Project No. 15-4010, April 14, 2017 the wall (including embedded portion). Any structural foundation elements located within the setback distance should deepened to the point that they no longer impact the wall. Based on the attached calculations, the proposed walls will have adequate factors of safety against sliding, overturning, bearing capacity failure, and facing failure, provided that our recommendations ' for wall construction are followed. GeoPacific should perform construction of the designed walls including subgrade inspection, overexcavation requirements, embedment, and backfill compaction. ' ULTRABLOCK GRAVITY RETAINING WALL 2 (LOTS 29 THROUGH 32) - DESIGN AND CONSTRUCTIONS RECOMMENDATIONS ' We understand that Retaining Wall 2 will consist of an Ultrablock gravity retaining wall. The wall will have a maximum exposed height of 7 feet and a maximum 3H:1V slope above and below. The configuration for this wall is shown on the attached Typical Construction Detail, Figure 4. It is our understanding that the Ultrablock wall will not be subjected to surcharge loading from traffic or structures. If the walls are to be subjected to surcharge loads, such as footing loads or traffic from private driveways or streets, GeoPacific should be consulted to provide additional recommendations. Wall design calculations for an Ultrablock gravity wall with maximum exposed heights of 7 feet are ' attached to this report. Soil parameters used in these analyses were based on typical values for the native soils encountered in our subsurface explorations. The wall should be founded on a crushed rock leveling pad a minimum of 6 inches thick and should be embedded a minimum of 18 ' inches. Subgrade soils should consist of undisturbed, native silt or sand. GeoPacific should observe subgrade soils to verify a suitable bearing stratum is present. If any soft or organic soil zones are encountered, overexcavation and replacement of the unsuitable soils should be ' performed. The depth and extent of any overexcavation should be determined in the field based on actual conditions exposed. Wall backfill materials should consist of relatively clean granular materials with less than 7 percent fines, such as 3/4"-0 crushed aggregate. Wall backfill should be compacted to at least 90% of Modified Proctor (ASTM D1557) maximum density. ' The leveling pad should be carefully constructed and the bottom row of blocks should be carefully placed at the correct angle. The second row of blocks should not be placed until adequate wall angle has been verified. Wall tilt should be checked frequently during wall construction, as a ' reduced angle will result in reduced factors of safety. Retaining Wall 2 was designed with a tilt of 3 degrees +/- 1 degree. ' Adequate drainage behind and beneath the wall is important for wall performance. A subsurface drain consisting of 4-inch diameter, perforated pipe should be placed at the back of the wall as shown on the attached details. The drain pipe and surrounding drain rock should be wrapped in ' non-woven geotextile (Mirafi 140N, or approved equivalent) to minimize the potential for clogging and/or ground loss due to piping. Water collected from the drains should outlet to the natural area below the walls, or may also be connected to the storm drain system if practical. It should be noted that retaining walls such as those planned for the project will generally experience some minor wall movement. As a result, structural loads other than those accounted for in the design, should not be within the 1.5H:1V plane measured from the back of the bottom of ' the wall (including embedded portion). Any structural foundation elements located within the setback distance should deepened to the point that they no longer impact the wall. 3 GEOPACIFIC ENGINEERING, INC. Elderberry Ridge— Ultrablock Retaining Wall Design and Construction Recommendations ' Project No. 15-4010, April 14, 2017 Based on the attached calculations, the proposed walls will have adequate factors of safety against sliding, overturning, bearing capacity failure, and facing failure, provided that our recommendations ' for wall construction are followed. GeoPacific should perform construction of the designed walls including subgrade inspection, overexcavation requirements, embedment, and backfill compaction. ' ULTRABLOCK GRAVITY RETAINING WALL 3 (LOT 28) - DESIGN AND CONSTRUCTIONS RECOMMENDATIONS ' We understand that Retaining Wall 3 will consist of an Ultrablock gravity retaining wall. The wall will have a maximum exposed height of 3 feet and has been designed for slopes up to 2H:1V above with relatively level slopes below. The configuration for this wall is shown on the attached ' Typical Construction Detail, Figure 5. It is our understanding that the Ultrablock wall will not be subjected to surcharge loading from ' traffic or structures. If the walls are to be subjected to surcharge loads, such as footing loads or traffic from private driveways or streets, GeoPacific should be consulted to provide additional recommendations. ' Wall design calculations for an Ultrablock gravity wall with maximum exposed heights of 3 feet are attached to this report. Soil parameters used in these analyses were based on typical values for the native soils encountered in our subsurface explorations. The wall should be founded on a crushed rock leveling pad a minimum of 6 inches thick and should be embedded a minimum of 12 inches. Subgrade soils should consist of undisturbed, native silt or sand. GeoPacific should observe subgrade soils to verify a suitable bearing stratum is present. If any soft or organic soil ' zones are encountered, overexcavation and replacement of the unsuitable soils should be performed. The depth and extent of any overexcavation should be determined in the field based on actual conditions exposed. Wall backfill materials should consist of relatively clean granular materials with less than 7 percent fines, such as 3/4"-0 crushed aggregate. Wall backfill should be compacted to at least 90% of Modified Proctor (ASTM D1557) maximum density. The leveling pad should be carefully constructed and the bottom row of blocks should be carefully placed level. The second row of blocks should not be placed until adequate wall angle has been verified. Wall batter should be checked frequently during wall construction, as a reduced batter will result in reduced factors of safety. Retaining Wall 3 was designed as vertical, with no batter or tilt. Adequate drainage behind and beneath the wall is important for wall performance. A subsurface drain consisting of 4-inch diameter, perforated pipe should be placed at the back of the wall as shown on the attached details. The drain pipe and surrounding drain rock should be wrapped in ' non-woven geotextile (Mirafi 140N, or approved equivalent) to minimize the potential for clogging and/or ground loss due to piping. Water collected from the drains should outlet to the natural area below the walls, or may also be connected to the storm drain system if practical. ' It should be noted that retaining walls such as those planned for the project will generally experience some minor wall movement. As a result, structural loads other than those accounted ' for in the design, should not be within the 1.5H:1V plane measured from the back of the bottom of the wall (including embedded portion). Any structural foundation elements located within the setback distance should deepened to the point that they no longer impact the wall. ' Based on the attached calculations, the proposed walls will have adequate factors of safety against sliding, overturning, bearing capacity failure, and facing failure, provided that our recommendations ' 4 GEOPACIFIC ENGINEERING, INC. IElderberry Ridge— Ultrablock Retaining Wall Design and Construction Recommendations Project No. 15-4010, April 14, 2017 1 for wall construction are followed. GeoPacific should perform construction of the designed walls including subgrade inspection, overexcavation requirements, embedment, and backfill compaction. 1 UNCERTAINTIES AND LIMITATIONS Within the limitations of scope, schedule and budget, GeoPacific attempted to execute these I services in accordance with generally accepted professional principles and practices in the fields of geotechnical engineering and engineering geology at the time the report was prepared. No warranty, expressed or implied, is made. The scope of our work did not include environmental I assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or groundwater at this site. I We appreciate this opportunity to be of service. Sincerely, IGEOPACIFIC ENGINEERING, INC. .'EQ PROP f•sGIN4. ,viimigin0013" l�)j Air y I / SIA, G. PO- I N Q` ,rte• 12./V/11 Daniel Thabault, E.I. Benjamin G. Anderson, P.E. 1 Engineering Staff Project Engineer IAttachments: Figures: I • Figure 1 —Site Plan and Proposed Retaining Wall Locations • Figure 2—Ultrablock Retaining Wall 1 Typical Construction Detail • Figure 3—Ultrablock Retaining Wall 1 Typical Configurations I • Figure 4—Ultrablock Retaining Wall 2 Typical Construction Detail • Figure 5—Ultrablock Retaining Wall 3 Typical Construction Detail Retaining Wall Design Calculations (33 Pages) I I I I 1 5 GEOPACIFIC ENGINEERING,INC. I P14835 SW 72nd Avenue ULTRABLOCK RETAININGN WALL 1 DETAIL I Portland, Oregon 97224 Fnonse�inJint Tel:• (503)598-8445 TYPICAL CONSTRUCTIO I EXPOSED HEIGHTS OF 7.8 TO 9 FEET SEE FIGURE 3 FOR EXPOSED HEIGHTS LESS THAN 7.8 FEET Compacted Silt or I Fine Grained Material (12 Inches Thick) Maximum 3:1 Slope Maximum 12-Foot Horizontal Length t ►I IStandard Ultrablock Cap Block or Bench Block DRAWING NOT TO SCALE I _:Vii,`--: �• ;�s:-r•-'s!i'-'r!':��•' A 3 Degree+1 1 T Tilt Granular Backfill'Compacted .y ;:'`'3 to 90%of Modified Proctor ' ::' ....•<;:":::::%:!...1:::::::::::::,::::.,::.;,:i. Maximum Density %:'_: '�.- :;: I 't. ' . - !!r: A. roximate Location of 1 Proposed Storm Pipe 9 Foot Maximum ;;;;:".*:-•?....*:"?..*::;;;::::: :_:;:I r:'� ::'::' -,;x Y;.-::%?':,-'; :;r;: R'�'1:;� Exposed Wall Height *i;r I Minimum Embedment=18 in. I (Contractor Responsible May Be Increased to 32 in.to '" for Stable Backcut) Accommodate Storm Pipe 'j Competent Native Soil or I ..ffir ,/ Engineered Fill !r : . Crushed Aggregate /- •�'J`"j•+r`•�•1"" `•.f•t•:i"•t•e.- ' Leveling Pad Minimum ti�ti* #'ti 1r�tifi#tifti of IN.S 4"Perforated PVC Drain Wrapped in Mirafi 140N Thickness=6 in Fabric or Approved Equivalent I Competent Native Soil or Notes: Engineered Fill 1. GeoPacific should review subgrade soils. Base of wall should be supported on competent native soils or engineered fill. I2. Use Ultrablock or similar product, 2.5 x 2.5 x 5-foot blocks. 3. Leveling pad and any additional drainage materials should consist of 3/4"-0 crushed aggregate. I4. Backfill behind the wall(reinforced zone)should consist of 3/4"-0 crushed aggregate or other granular materials pre- approved by GeoPacific. I5. Sections of wall with exposed heights of 4 feet or less may be single stacked. Project: Elderberry Ridge - I Project No. 154010 I FIGURE 2 I Tigard, Oregon I 14835 SW 72nd Avenue ULTRABLOCK RETAINING WALL 1 I G"I Portland, Oregon 97224 [s�neadncnc Tel: (503)598-8445 TYPICAL CONFIGURATIONS WALL CONFIGURATION MAY BE MODIFIED AS SHOWN BELOW TO ACCOMMODATE PROPOSED ISTORM PIPE. CONSTRUCTION NOTES FROM FIGURE 2 APPLY TO ALL CONFIGURATIONS SHOWN. EXPOSED HEIGHTS FROM EXPOSED HEIGHTS FROM I 6.55 TO 7.75 FEET 5.3 TO 6.5 FEET 1 '7 l :; , : I — 3— :':-.:-. .,.......y.:::,......../.....:,::::, _ — ...,,, ::::::::::::::•::•::: :::;:;;,- I g ULTRABLOCK FULL CAP '•! ��\ . . • • '_ — —.7....,,, ....„• ..............:.s?..,:.......:::::::.:::.:•:/...:•.:•:::: . —4,..4 ,.'✓ i 1111. •ti.U.h.y1.•ti.•4•y :: i , sJ•tM•t•t. M•t•t•tM•JM*�' Embedment Embedment IRanges from Ranges from 18 to 32 in. 18to32in. I EXPOSED HEIGHTS FROM EXPOSED HEIGHTS OF I 4.05 TO 5.25 FEET 4 FEET AND LESS I I 11111 ..fir Fixed ;`� r t Embedment :%; '! of 18 in. \ *:::::.:./4`..?:Y.::::::::::::.Y.:';':...*::...:;; ''. ."'f (:;,::::: Iry ULTRABLOCKFULLCAPP.• +' ,,.:7y"t 1 ` k'°' ` '•� . r :.tti �tt •�• ttit J ttAt}t•t•0y.•e•JM•j• t I Embedment Ranges from 18 to 32 in. I Project: Elderberry Ridge I Project No. 15-4010 I FIGURE 3 I Tigard, Oregon 14835 SW 72nd Avenue ULTRABLOCK RETAINING WALL 2 GeOP Portland, Oregon 97224 Capfas,„,„,c Tel: (503)598-8445 TYPICAL CONSTRUCTION DETAIL MAXIMUM EXPOSED HEIGHT OF 7 FEET ' DRAWING NOT TO SCALE Compacted Silt or Fine Grained Material ' (12 Inches Thick) Maximum 3:1 Slope Maximum 12-Foot Horizontal Length Standard Ultrablock Cap Block or Bench Block 3 Degree+/-1 •4' Tilt �i '•I Granular Backfill to 90%of Modified Proctor ::� 7-Foot Maximum Maximum Density °'% Exposed Wall Height :Y :. :. ,' 110 Limit of Excavation '/ (Contractor Responsible for Stable Backcut) Minimum Embedment=18 in. rw �;r;';. °. :p:'::t;j Competent Native Soil or ' Engineered Fill Crushed Aggregate ti�U*"4� 1;%.111,�bMr*�'!n•'.1rw4�►U '�iwiti*:' Leveling Pad Minimumjj� ��e��`�i�* *fe�4e 4"Perforated PVC Drain Wrapped ' Thickness=6 in in Mirafi 140N Fabric or Approved Equivalent Competent Native Soil or Engineered Fill Notes: 1. GeoPacific should review subgrade soils. Base of wall should be supported on competent native soils or engineered fill. I2. Use Ultrablock or similar product, 2.5 x 2.5 x 5-foot blocks. 3. Leveling pad and any additional drainage materials should consist of 3/4"-0 crushed aggregate. ' 4. Backfill behind the wall should consist of 3/4"-0 crushed aggregate or other granular materials pre-approved by GeoPacific. ' 5. Sections of wall with exposed heights of 4 feet or less may be single stacked. Project: Elderberry Ridge Project No. 15-4010 FIGURE 4 Tigard, Oregon I 14835 SW 72nd Avenue ULTRABLOCK RETAINING WALL 3 I GeopA Portland, Oregon 97224 hipne.euTYPICAL CONSTRUCTION DETAIL auc Tel: (503)598-8445 MAXIMUM EXPOSED HEIGHT OF 3 FEET IDRAWING NOT TO SCALE ICompacted Silt or Fine Grained Material (12 Inches Thick) I I ati;R�umT. 409e I I ;al• � '`%';:.:,',;_;;,,,:.:,t; t:; ;'i (Contractor Responsible :Granular Backfill Compacted;':, Limit of Excavation j for Stable Backcut) II 3-Foot Maximum to 90%of Modified Proctor '' Exposed Wall Height •r Maximum Density i Competent Native Soil or Engineered Fill al Minimum Embedment=12 in. itSfi ,r+ � '. •:;';.' I . Crushed Aggregate 434011. 0444 iii o#*to?U?*1' 4"Perforated PVC Drain Wrapped in Mirafi 140N LevelingPad Minimum �� *� ��*� t Fabric or Approved Equivalent Thickness=6 in I Competent Native Soil or Engineered Fill I INotes: 1. GeoPacific should review subgrade soils. Base of wall should be supported on competent native soils or engineered fill. I2. Use Ultrablock or similar product, 2.5 x 2.5 x 5-foot blocks. 3. Leveling pad and any additional drainage materials should consist of 3/4"-0 crushed aggregate. I 4. Backfill behind the wall should consist of 3/4"-0 crushed aggregate or other granular materials pre-approved by GeoPacific. I Project: Elderberry Ridge Project No. 15-4010 FIGURE 5 I Tigard, Oregon U TR BLOCK, C. I .. UltraWall Version: 4.0.16287.0 I Project: 15-4014 - Elderberry Ridge -Wall 1 i •+. Location: Site Location X< I Designer: DPT Date: 4/12/2017 I ix Section: Section 1 Lrli IDesign Method: NCMA_09_3rd_Ed '; , Design Unit: Ultrablock ISeismic Acc: 0.230 2X-2X lb SOIL PARAMETERS (1) coh y "[61 • I Retained Soil: PPI Foundation Soil: 32 deg 0 psf 120 pcf 32 deg 0 psf 120 pcf Leveling Pad: 36 deg 0 psf 130 pcf ICrushed Stone GEOMETRY IDesign Height: 10.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/3.00 deg Live Load Offset: 0.00 ft IEmbedment: 1.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 18.0 deg Dead Load Offset: 0.0 ft Slope Length: 12.0 ft Dead Load Width: 0 ft ' Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical 6 on Single Depth Toe Slope Angle: 18.00 Toe Slope Length: 9.00 IToe Slope Bench: 0.00 FACTORS OF SAFETY (Static/Seismic) I Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 IRESULTS (Static/Seismic) FoS Sliding: 1.87 (Ivlpd)/ 1.39 FoS Overturning: 2.07/ 1.24 Bearing: 2362.13/2504.62 FoS Bearing: 4.92/4.64 I Name Elev. ka kae Pa Pae Pir -PaC FSsI FoS OT siesFSsl FoS SeisOT I _ CP 9.82 0.329 0.447 13 18 42 0 100.00 100.00 100.00 20.80 I 1X 7.36 0.329 0.447 210 286 126 0 89.50 7.74 44.83 2.88 i 1X 4.91 0.329 0.447 645 877 210 0 29.23 2.51 17.07 1.18 2X-2X 2.45 0.537 0.694 2222 2870 377 0 9.99 2.96 6.55 1.72 2X-2X 0.00 0.480 0.611 3331 4242 545 0 1.87(1.96] 2.07 1.39(1.41] 1.24 I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 1 U TR i BLOCK, C. NOTES ON DESIGN UNITS I The wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. IThe weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides I narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. IHollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO I only allows 80% of the weight of the fill to be used for eccentricity (overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not Ithe effective weight including the volume of the void spaces used for gravel fill. Rounding Errors I When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. IResult Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an I allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). I Given the precision of the calculation, this will provide a safe design even though the 'absolute' value is less than the minimum suggested. I I I 1 1 INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 2 1 ` �1�� U TR •BLOCK, I C. Ii. DESIGN DATA I TARGET DESIGN VALUES (Factors of Safety-Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsI =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot=1.50/1.125 IMinimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 I MINIMUM DESIGN REQUIREMENTS — Minimum embedment depth Min emb =1.50 ft IINPUT DATA Geometry I Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =10.50 ft Embedment, measured from top of leveling pad to finished grade emb =1.50 ft I Leveling Pad Depth LP Thickeness =0.50 ft Face Batter, measured from vertical i =0.00 deg I Slope Geometry Slope Angle, measured from horizontal 13=18.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft I Slope Length, measured from back of wall facing SL_Length =12.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. ISurcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf I Live Load Offset, measured from back face of wall LL offset=0.00 ft Live Load Width, assumed strip loading LL_width = 0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL offset=0.00 ft I Dead Load Width, assumed strip loading _ DL width = 0.00 ft I Soil Parameters Retained Zone Angle of Internal Friction cp= 32.00 deg Cohesion coh =0.00 psf IMoist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp= 32.00 deg I Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 3 I U TR'BLOCK, I C. RETAINING WALL UNITS I STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(c)) or I may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 I Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 I I I I I I I I I I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 4 U TR'BLOCK, 1 C. II, FORCE DETAILS IThe details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). ILayer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 423.04 1.74 737.70 3.23 3.02 9.73 I 2 846.08 846.08 1.62 1366.54 136.10 3.09 421.05 3 1.49 1257.68 309.80 3.25 1006.53 4 1692.15 2.59 4377.59 0.00 5.05 0.00 5 1692.15 2.46 4159.88 1 IBlock Weight(Force v) = block: 5499 X-Arm = 2.22 ft Soils Block Weight(Force v) =449 ppf X-Arm = 3.26 ft IActive Earth Pressure Pa = 3331 ppf Pa_h (Force H) = Pa cos(batter+ 6) = 3331 x cos( 7.5 + 24.0 ) = 2841 ppf Y-Arm = 3.59 ft IPa_v (Force V) = Pa sin(batter+ 6 ) = 3331 x sin( 7.5 + 24.0 ) = 1739 ppf X-Arm =4.26 ft I Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. I Passive Earth Pressure: kp= 3.25 IPp= 555.96 ppf I I I I I I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 5 I U TR BLOCK, I C. Iw I CALCULATION RESULTS I OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and Igranular fill over the blocks are used as resisting forces. EARTH PRESSURES I The method of analysis uses the Coulomb Earth Pressure equation (below) to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective b angle is b minus the wall batter at the back face. If the Islope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES I Effective b angle (3/4 retained phi) b =24.0 deg Coefficient of active earth pressure ka =0.480 I External failure plane p =49 deg Effective Angle from horizontal Eff. Angle =82.53 deg Coefficient of passive earth pressure: kp = (1 + sin(cp))/(1 -sin(q)) kp =3.25 cos(cli+i)2 Ka f i 2 I co5(i)2•c051 -1J 1 +..r--)---7s. �f tt•$ i ll 54 —ildo5(i+ p) JJ JJJ WO: stone within units I W1: facing units W2: stone over the tails W9: Driving force Pa I W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd I FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes . ` coordinates are referenced to a zero point at the front toe of the base bloc �� % I UNFACTORED LOADS Name Factor y Force(V) Force(H) X-len Y-len Mo Mr I I Face Blocks(W1) 1.00 5499 -- 2.22 -- 12225r s Soil Wedge(W2) 1.00 449 3.26 1463 , O LviPad(W18) 1.00 336 -- -- Pa_h 1.00 2841 3.59 10186 t ' PaV 1.00 1739 - 4.26 -- 7413 `S Sum V/H 1.00 8023 2841 1Sum Mom 10186 21100 f IL Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 6 U TR'BLOCK, I C. . BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling Ipad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 + W2 + Pay ' 5499 +449 + 1739 N =7687 ppf Resisting force at pad = N tan(slope) + intercept x L ' 7687 x tan(33.9) + 0.0 x 4.9 Rf1 =5302 where L is the base block width With tilt, the resisting force is 'SumV*cos(tilt)' + Rf*sin(tilt) + Df*sin(tilt) because the unit is sliding 'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct, the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp =32.00 deg N1 includes N (the leveling pad) + leveling pad (LP) ' 7687+ 336 N1 = 8023 ppf Passive resistance is calculated using kp= (1 + sin(32))/(1 -sin(32)) kp = 3.25 ' Pressure at top of resisting trapezoid, dl = 1.50 Fp1 = 585.83 Pressure at base of resisting trapezoid, d2 = 2.26 Fp2 = 881.73 Depth of trapezoid depth = 0.76 Pp= (Fp1 + Fp2)/2 *depth 555.96 Resisting force at fnd = (N1 tan(phi) + c L) + Pp 8023 x tan(32) + 0 x 5.2 + 556 Rf2 = 5569 where LP = Ivl pad thickness * 130pcf*(L + Ivl pad thickness/2) Driving force is the horizontal component of Pah 2841 Df=2841 FSs1 = Rf/ Df FSsl =1.87/ 1.96 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional ' engineer. UltraWall 4.0.16287.0 Page 7 U TR BLOCK, C. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil I retained on the blocks. Allowable overturning can be defined by eccentricity (e/L). For concrete leveling pads eccentricity is checked at the base of the pad. ' Moments resisting eccentricity = M1 + M2 + MLvIPad + MPav 12225 + 1463 + 7413 Mr=21100 ft-lbs ' Moments causing eccentricity = MPah + MPq 10186 Mo =10186 ft-lbs ' e = L/2 - (Mr- Mo)/ N1 e=4.92/2 -(21100- 10186)/8023 e =1.04 e/L = 0.21 ' FSot= Mr/Mo FSot=21100/ 10186 FSot=2.07 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional ' engineer. UltraWall 4.0.16287.0 Page 8 U TR BLOCK, C. t ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity ' SumV= (W1 +W2 + Pa_v) e= L/2 - (SumMr-SumMo)/(SumV) e =4.92/2 -(10914/7687.40) e =1.039 ft ' Calculation of Bearing Pressures Qult= c* Nc+ q * Nq + 0.5 *y*(B') * Ng ' where: Nc=35.49 Nq =23.18 ' Ng =30.21 c=0.00 psf q =240.00 psf ' B' = B-2e+ lvlpad = 3.34ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=11616 psf Bearing Pressure = (SumVert/B') + ((2B + LP depth)/2 * LP depth *gamma) sigma =2362.13 psf Calculated Factors of Safety for Bearing Quit/sigma =4.92 I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional ' engineer. UltraWall 4.0.16287.0 Page 9 U TR i BLOCK, C. SEISMIC CALCULATIONS I The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then Iall the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Design Ground Acceleration A=0.230 I Horizontal Acceleration [kh =A/2] kh =0.115 Vertical Acceleration kv =0.000 I INERTIA FORCES OF THE STRUCTURE Face (Pif) = (W1)*kh(ext) = 5499.50 *0.115 Pif=545.08 ppf ISEISMIC THRUST Kae Kae =0.611 I D_Kae = Kae- Ka = (0.611 -0.000) D_Kae =0.131 Pae= 0.5*gamma*(H)^2*D_Kae Pae=911.49 ppf Pae_h = Pae*cos(0) Pae_h =777.43 ppf l Pae_v= Pae*sin(0) Pae_v=475.84 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS I Name i Force(V) Force(H) X-Ien Y-len Mo NY Face Blocks(W1) 5499.497 -- 2.223 -- -- 12224.58 I Soil Block(W2) 449.13 -- 3.258 -- a -- 1463.18 Pa_h '2840.785 -- 3.586 10186.41 Pa v 1738.773 -- 4.263 -- -- ,7412.66 , Pif -- , 545.076 -- 6.454 3518.13. -- ' Pae_h -- 777.427 -- 6.454 5017.82 -- Pae v 475.8441 4.263 2028.59 I I I I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 10 U TRitBLOCK, C. SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses I based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. ' The vertical resisting forces is W1 +W1 + Pay + Paev SumVs = 8163 Resisting force= SumVs*tan(phi) + intercept x L FRe=5759 ppf Driving force= Pa_h + Pae_h + Pif =2841 +777+545 FDr=4163 ppf FOS = FRe/FDr[leveling pad /foundation] FoS =1.39/ 1.41 ISEISMIC OVERTURNING ' Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav+ MPaev SumMrS =23129 ft ppf ' Driving Moment= MPav + MPaeh +MPif SumMoS = 18722.36 ft ppf Factor of Safety = SumMrS/SumMoS FoS = 1.24 ISEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Qult= c*Nc+ q*Nq + 0.5*gamma*(B')*Ng where: ' Nc= 35.49 Nq = 23.18 Ng = 30.21 c= 0.00 psf q =240.00 psf Calculate Ultimate Bearing, Qult(seismic) Qult= 11616.45 psf 111 eccentricity (e) e =1.919 Equivalent Footing Width, B' = L-2e+ Ivl pad B' =2 ft Bearing Pressure= sumVs/B' + 2B' + LP depth)/2 * LP depth sigma=2505 psf Factor of Safety for Bearing = Quit/Bearing FoS =5 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 11 ` 1�; U TR• BLOCK, I C. UltraWall Version: 4.0.16287.0 IProject: 15-4014 - Elderberry Ridge -Wall 2 Location: Site Location CP I Designer: DPT Date: 4/12/2017 Section: Section 1 IDesign Method: NCMA_09_3rd_EdIikr. Design Unit: Ultrablock 2K I Seismic Acc: 0.230 ,: ■ SOIL PARAMETERS cp coh y Retained Soil: 36 deg 0 psf 120 pcf I~ r I Foundation Soil: 32 deg 0 psf 120 pcf Leveling Pad: 36 deg 0 psf 130 pcf ICrushed Stone GEOMETRY IDesign Height: 8.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/3.00 deg Live Load Offset: 0.00 ft Embedment: 1.50 ft Live Load Width: 0 ft I Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 18.0 deg Dead Load Offset: 0.0 ft Slope Length: 12.0 ft Dead Load Width: 0 ft ISlope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical b on Single Depth Toe Slope Angle: 18.00 Toe Slope Length: 9.00 IToe Slope Bench: 0.00 FACTORS OF SAFETY (Static/Seismic) II Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 I RESULTS (Static/Seismic) FoS Sliding: 2.36 (Ivlpd)/ 1.70 FoS Overturning: 2.49/ 1.76 Bearing: 1481.03/ 1575.09 FoS Bearing: 8.69/8.17 IName Elev. Pa Pae Pir PaC FSsI FoS OT siesFSsl FoS Se/SOT CP 7.36 0.269 0.364 26 35 42 0 100.00 52.65100.00 11.18 1X 4.91 0.269 0.364 223 302 . 126 0 85.86 6.52 43.67 2.49 I 1X 245 0.269 0.364 614 832 210 0 31.23 2.49 18.05 1.16 2X-2X 0.00 0.457 0.592 1 2105 2726 377 0 2.3612.61] 3.08 1.7011.81] 1.76 I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 1 U TR BLOCK, I C. 111 NOTES ON DESIGN UNITS I The wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. IThe weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides I narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. IHollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO I only allows 80% of the weight of the fill to be used for eccentricity (overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not Ithe effective weight including the volume of the void spaces used for gravel fill. Rounding Errors I When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. IResult Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an I allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). i Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. I I I I I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 2 U TR BLOCK, I C. it DESIGN DATA I TARGET DESIGN VALUES (Factors of Safety -Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsI =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot=1.50/1.125 ' Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 I MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=1.50 ft IINPUT DATA Geometry ' Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =8.50 ft Embedment, measured from top of leveling pad to finished grade emb =1.50 ft ' Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal 6=18.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft ' Slope Length, measured from back of wall facing SL_Length =12.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf ' Live Load Offset, measured from back face of wall LL-offset=0.00 ft Live Load Width, assumed strip loading LL width = 0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL = 0.00 psf ' Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL_width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp = 36.00 deg Cohesion coh =0.00 psf ' Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp = 32.00 deg ' Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional ' engineer. UltraWall 4.0.16287.0 Page 3 U TR BLOCK, I C. RETAINING WALL UNITS I STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(9) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: ' Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 ' Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 I 1 i 1 1 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional ' engineer. UltraWall 4.0.16287.0 Page 4 U TR i BLOCK, C. I FORCE DETAILS I The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). 1 Layer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 423.04 1.62 683.27 14.81 2.94 43.61 I 2 846.08 1.49 1257.68 201.35 3.08 619.91 3 846.08 1.36 1148.82 418.65 3.31 1384.51 4 1692.15 2.46 4159.88 IBlock Weight(Force v) = block: 3807 X-Arm = 1.96 ft Soils Block Weight(Force v) =635 ppf X-Arm = 3.28 ft I Active Earth Pressure Pa =2105 ppf Pa_h (Force H) = Pa cos(batter+ b) = 2105 x cos( 10.7 + 27.0 ) = 1666 ppf Y-Arm = 2.92 ft I Pa_v (Force V) = Pa sin(batter+ 6 ) = 2105 x sin( 10.7 + 27.0 ) = 1287 ppf X-Arm =4.22 ft I Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. 1 Passive Earth Pressure: kp = 3.25 Pp= 555.96 ppf 1 I 1 I I I 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 5 U TR BLOCK, C. CALCULATION RESULTS I OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES IThe method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective b angle is b minus the wall batter at the back face. If the Islope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES I Effective b angle (3/4 retained phi) b =27.0 deg Coefficient of active earth pressure ka =0.457 I External failure plane p = 51 deg Effective Angle from horizontal Eff. Angle =79.32 deg Coefficient of passive earth pressure: kp = (1 + sin(cp))/(1 -sin(cp)) kp=3.25 Ico j+i)2 2 I Si+6.i •s• .ti- p )cos(i)2.cos(oi-1)�1 + $• ca ai- ).c4$( + a) WO: stone within units I W1: facing units W2: stone over the tails W9: Driving force Pa I W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd I FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes ■- coordinates are referenced to a zero point at the front toe of the base bloc 4 111 UNFACTORED LOADS � n ' esI )'Name Factor 1.00y Force3807(V) Force(H) X-Ien Y---len Mo Mr Face Blocks(W1 .1.96 - 7472 ,�� Soil Wedge(W2) 1.00 635 3.28 ! 2084 it F ) , LvIPad(W18) 1.00 336 -- -- -- -- -- � fg S Pa_h 1.00 -- 1666 -- 2.92 14863 -- , Pa_v 1.00 1287 -- 4.22 -- -- 5430 Sum V/H , 1.00 6065 1666 Sum Mom 4863 14986 '' 5f I IINote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 6 U TR BLOCK, I C. II, BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling Ipad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 + W2 + Pay 1 3807+ 635 + 1287 N =5729 ppf Resisting force at pad = N tan(slope) + intercept x L 5729 x tan(33.9) + 0.0 x 4.9 Rf1 =3927 where L is the base block width With tilt, the resisting force is'SumV*cos(tilt)' + Rf*sin(tilt) + Df*sin(tilt) because the unit is sliding 'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct, the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp =32.00 deg N1 includes N (the leveling pad) + leveling pad (LP) 1 5729 + 336 N1 =6065 ppf Passive resistance is calculated using kp = (1 + sin(32))/(1 -sin(32)) kp= 3.25 ' Pressure at top of resisting trapezoid, dl = 1.50 Fp1 = 585.83 Pressure at base of resisting trapezoid, d2 = 2.26 Fp2 = 881.73 Depth of trapezoid depth = 0.76 1 Pp = (Fp1 + Fp2)/2 *depth 555.96 Resisting force at fnd = (N1 tan(phi) + c L) + Pp 6065 x tan(32) + 0 x 5.2 + 556 Rf2 =4346 where LP = Ivl pad thickness * 130pcf*(L + Ivl pad thickness/2) 1 Driving force is the horizontal component of Pah 1666 Df=1666 FSs1 = Rf/ Df FSs1 =2.36/2.61 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 7 U TRiBLOCK, C. u- I OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil Iretained on the blocks. Allowable overturning can be defined by eccentricity (e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad + MPav 7472 + 2084 + 5430 Mr=14986 ft-lbs Moments causing eccentricity = MPah + MPq 4863 Mo=4863 ft-lbs ' e = L/2 - (Mr- Mo)/ N1 e =4.92/2 -(14986-4863)/6065 e =0.69 e/L = 0.14 FSot= Mr/Mo FSot=14986/4863 FSot=3.08 I I I I 1 1I I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 I11141411111' U TR BLOCK, C. �LL I ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design Ithe eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 + W2 + Pa_v) e= L/2 -(SumMr-SumMo)/(SumV) e=4.92/2 -(10123/5728.74) e =0.691 ft Calculation of Bearing Pressures Qult= c* Nc+ q * Nq + 0.5 *y*(B') * Ng where: Nc=35.49 Nq =23.18 Ng =30.21 c=0.00 psf q =240.00 psf B' = B -2e + Ivlpad = 4.03ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=12876 psf Bearing Pressure = (SumVert/B') + ((2B + LP depth)/2 * LP depth *gamma) sigma =1481.03 psf Calculated Factors of Safety for Bearing Quit/sigma =8.69 I I I 1 I 1 I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 � , U TR i BLOCK, C. iSEISMIC CALCULATIONS The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then all the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Il Design Ground Acceleration A=0.230 I Horizontal Acceleration [kh =A/2] kh =0.115 Vertical Acceleration kv =0.000 I INERTIA FORCES OF THE STRUCTURE Face (Pif) = (W1)*kh(ext) = 3807.34 *0.115 Pif=377.36 ppf tSEISMIC THRUST Kae Kae =0.592 I D_Kae = Kae - Ka = (0.592 -0.000) D_Kae =0.135 Pae= 0.5*gamma*(H)^2*D_Kae Pae=620.82 ppf Pae_h = Pae*cos(5) Pae_h =491.34 ppf IPae_v= Pae*sin(0) Pae_v=379.48 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS I Name Force(V) Force(H) X-Ien V-len Mo a Face Blocks(W1) 3807.344 -- 1.962 -- -- 7471.7 I Soil Block(W2) 634.811 -- 3.284 -- -- 2084.45 Pah .1665.828. 2.919 4862.73 -- Pa_v 1286.585 -- 4.22 ` -- -- 15429.731 Pif -- 377.36 -- '5.254 1982.8 -- I Pae_h -- 491.336 ' -- 5.254 2581.67 Paev '379.478 I -- ' 4.22. -- i -- 1 1601.5 I 1 I I,, I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional I engineer. UltraWall 4.0.16287.0 Page 10 U TR'BLOCK, I C. SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses I based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. The vertical resisting forces is W1 + W1 + Pay + Paev SumVs = 6108 Resisting force= SumVs*tan(phi) + intercept x L FRe=4309 ppf Driving force= Pa_h + Pae_h + Pif =1666 +491 +377 FDr=2535 ppf FOS = FRe/FDr[leveling pad/foundation] FoS =1.70/ 1.81 1 SEISMIC OVERTURNING Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav+ MPaev SumMrS =16587 ft ppf Driving Moment= MPav + MPaeh +MPif SumMoS = 9427.20 ft ppf Factor of Safety = SumMrS/SumMoS FoS = 1.76 ISEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Qult= c*Nc+ q*Nq + 0.5*gamma*(B')*Ng where: Nc= 35.49 Nq = 23.18 Ng = 30.21 c= 0.00 psf q = 240.00 psf Calculate Ultimate Bearing, Qult(seismic) Qult= 12875.88 psf 1 eccentricity (e) e=1.286 Equivalent Footing Width, B' = L-2e + Iv' pad B' =3 ft Bearing Pressure = sumVs/B' + 2B' + LP depth)/2 * LP depth sigma=1575 psf Factor of Safety for Bearing = Quit/Bearing FoS =8 I I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 11 U TR BLOCK, I C. I W UltraWall Version: 4.0.16287.0 IProject: 15-4014 - Elderberry Ridge -Wall 1 Location: Site Location Designer: DPT + lx Date: 4/12/2017 Section: Section 1 IDesign Method: NCMA_09_3rd_Ed, Ignore Vert. Force iztl Design Unit: Ultrablock ISeismic Acc: 0.230 ".�.�xYisiwY..s.''.i:=:..,3ib...x�.4.. SOIL PARAMETERS cp coh y 2.46 Retained Soil: 32 deg 0 psf 120 pcf I41m-I Foundation Soil: 32 deg 0 psf 120 pcf Leveling Pad: 36 deg 0 psf 130 pcf ICrushed Stone GEOMETRY Design Height: 4.00 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/0.00 deg Live Load Offset: 0.00 ft Embedment: 1.00 ft Live Load Width: 0 ft I Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 26.0 deg Dead Load Offset: 0.0 ft Slope Length: 12.0 ft Dead Load Width: 0 ft ISlope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vertical b on Single Depth Toe Slope Angle: 18.00 Toe Slope Length: 9.00 IToe Slope Bench: 0.00 FACTORS OF SAFETY (Static/Seismic) 1 Sliding: 1.50/ 1.125 Overturning: 1.50/ 1.125 Bearing: 2.00/ 1.5 IRESULTS (Static/Seismic) FoS Sliding: 2.85 (Ivlpd)/ 1.40 FoS Overturning: 3.92/ 1.43 Bearing: 784.11 /834.35 FoS Bearing: 10.71 / 10.06 IName I Elev. ka kae 1 Pa Pae Pir -PaC FSsI FoS OT siesFSsl FoS SeisOT 1X 2.46 0.446 0.781 64 111 84 0 100.00 34.20 94.88 7.26 1 1X 0.00 0.446 1 0.781 428 750 168 0 2.8513.54] 3.92 1.4011.71] 1.43 I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 1 U TR BLOCK, 1 C. IW 1 NOTES ON DESIGN UNITS IThe wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. IThe weights for the wall unit are shown as lbs/ft3 (kN / m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides Inarrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. IHollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80% of the weight of the fill to be used for eccentricity (overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not Ithe effective weight including the volume of the void spaces used for gravel fill. Rounding Errors IWhen doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. iResult Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an 1 allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the 'absolute' value is less than the minimum suggested. I I I I I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 2 U TR•BLOCK, l C. DESIGN DATA I TARGET DESIGN VALUES (Factors of Safety-Static/Seismic) Minimum Factor of Safety for the sliding along the base FSsI =1.50/1.125 Minimum Factor of Safety for overturning about the toe FSot=1.50/1.125 IMinimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00/1.500 I MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb =1.00 ft IINPUT DATA Geometry I Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =4.00 ft Embedment, measured from top of leveling pad to finished grade emb =1.00 ft I Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i =0.00 deg I Slope Geometry Slope Angle, measured from horizontal R =26.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft I Slope Length, measured from back of wall facing SL_Length =12.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. ISurcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf I Live Load Offset, measured from back face of wall LLoffset=0.00 ft Live Load Width, assumed strip loading LL width = 0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL = 0.00 psf I Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL_width = 0.00 ft • Soil Parameters II Retained Zone Angle of Internal Friction cp = 32.00 deg Cohesion coh =0.00 psf IMoist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp = 32.00 deg ICohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 3 I U TR'BLOCK, I C. IRETAINING WALL UNITS I STRUCTURAL PROPERTIES: N is the normal force [or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(9)or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 I I i I I I i 1 I t Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 4 U TR• BLOCK, 1 C. FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). I Layer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 846.08 1.23 1039.97 0.00 2.46 0.00 2 846.08 1.23 1039.97 Block Weight(Force v) = block: 1692 X-Arm = 1.23 ft Soils Block Weight(Force v) = 0 ppf X-Arm = 0.00 ft Active Earth Pressure Pa =428 ppf Pa_h (Force H) = Pa cos(batter+ 6)=428 x cos( 0.0 +21.3 ) = 398 ppf Y-Arm = 1.33 ft Pa_v (Force V) = Pa sin(batter+ b ) =428 x sin( 0.0 +21.3 ) = 0 ppf X-Arm = 2.46 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist Iwith the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp= 3.25 Pp =244.09 ppf I I I I I I 1 111 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 I U TR . BLOCK, C. 1 CALCULATION RESULTS IIOVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES IThe method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is 6 minus the wall batter at the back face. If the Islope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES I Effective b angle (2/3 retained phi) 6 =21.3 deg Coefficient of active earth pressure ka =0.446 I External failure plane p =47 deg Effective Angle from horizontal Eff. Angle =90.00 deg Coefficient of passive earth pressure: kp= (1 + sin(cp))/(1 -sin(cp)) kp =3.25 cosO i+i)2 Ks:- 2 cas(i)2•co5(6i-i t +ji--7-1---7—)., „Scas( i—Si cas(i+p) WO: stone within units III W1: facing units W2: stone over the tails W9: Driving force Pa I W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd 1 FORCES AND MOMENTS x The program resolves all the geometry into simple geometric shapes coordinates are referenced to a zero point at the front toe of the base bloc ,,, % IUNFACTORED LOADS 4�� --ii Pq Name Factory Force(V) Force(H) X-len Y-len Mo Mr y Pa Face Blocks(W1) 1.00 1692I -- 1.23 -- - 2080 H � ,�4' LvlPad(W18) 1.00 176 ' Pa_h 1.00 -- 398 -- 1.33 531 -- Pa_v 1.00 0 2.46 0 k Sum V/H 1.00 1868 398 1 Sum Mom 531 12080 ft r x 5 1 INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 6 I , 1.- U TR• BLOCK, I C. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding = W1 + W2 1 1692 + 0 N =1692 ppf Resisting force at pad = N tan(slope) + intercept x L 1692 x tan(33.9) + 0.0 x 2.5 Rf1 =1136 where L is the base block width Friction angle is the lesser of the leveling pad and Fnd cp=32.00 deg N1 includes N (the leveling pad) + leveling pad (LP) 1692 + 176 N1 = 1868 ppf Passive resistance is calculated using kp= (1 + sin(32))/(1 -sin(32)) kp = 3.25 Pressure at top of resisting trapezoid, d1 = 1.00 Fp1 = 390.55 Pressure at base of resisting trapezoid, d2 = 1.50 Fp2 = 585.83 Depth of trapezoid depth = 0.50 Pp= (Fp1 + Fp2)/2 *depth 244.09 Resisting force at fnd = (N1 tan(phi) + c L) + Pp 1868 x tan(32) + 0 x 2.7 +244 Rf2 = 1411 where LP = Ivl pad thickness * 130pcf* (L + Ivl pad thickness/2) Driving force is the horizontal component of Pah Df=398 FSsI = Rf/ Df FSsI =2.85/3.54 I 1 I I I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 7 1 U TR BLOCK, I C. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks. Allowable overturning can be defined by eccentricity (e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity = M1 + M2 + MLvIPad 2080 Mr=2080 ft-lbs Moments causing eccentricity = MPah + MPq 531 Mo =531 ft-lbs e = L/2 -(Mr- Mo)/ N1 e =2.46/2 - (2080 -531)/1868 e =0.31 e/L = 0.13 FSot= Mr/Mo FSot=2080/531 FSot=3.92 I I I I I I I I I I' Note: Calculations anduantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 I 41.- U TR i7LOCK, C. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 + W2 + Pa_v) e = L/2 -(SumMr-SumMo)/(SumV) e=2.46/2 - (1549/1692.15) e=0.314 ft Calculation of Bearing Pressures Qult= c* Nc+ q * Nq + 0.5 *y*(B') * Ng where: Nc=35.49 Nq =23.18 Ng =30.21 c=0.00 psf q = 180.00 psf B' = B -2e + Ivlpad = 2.33ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=8397 psf Bearing Pressure = (SumVert/B') + ((2B + LP depth)/2 * LP depth *gamma) sigma = 784.11 psf Calculated Factors of Safety for Bearing Quit/sigma =10.71 I I I 1 I I 1 I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 I .' �'' U TR•BLOCK, I C. I SEISMIC CALCULATIONS IThe loads considered under seismic loading are primarily inertial loadings. The wave passes the structure putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then all the other forces come from inertia calculations of the face put into motion and then trying to be held in place. Design Ground Acceleration A=0.230 IHorizontal Acceleration [kh =A/2] kh =0.115 Vertical Acceleration kv =0.000 I INERTIA FORCES OF THE STRUCTURE Face (Pif) = (W1)*kh(ext) = 1692.15 *0.115 Pif=167.72 ppf I SEISMIC THRUST Kae Kae =0.781 I D_Kae = Kae- Ka = (0.781 -0.000) D_Kae =0.335 Pae= 0.5*gamma*(H)^2*D_Kae Pae=321.87 ppf Pae_h = Pae*cos(0) Pae_h =299.81 ppf IPae_v= Pae*sin(5) Pae_v=117.09 ppf TABLE OF RESULTS FOR SEISMIC REACTIONS I Name Force(V) Force(H) X-len Y-len Mo At i IFace Blocks(W1) 1692.153 -- .1.229 -- -- 2079.94 Soil Block(W2) 0.0 -- 0.0 -- -- 0.0 Pa_h -- 398.378 -- 1.333 531.17 -- Pif -- 167.716 -- 2.4 402.52 -- Pae_h -- 299.812 -- 2.4 719.55 -- Pae v 117.093 2.458 -- I 287.85 I I I I I INote: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional Iengineer. UltraWall 4.0.16287.0 Page 10 I U TR BLOCK, C. w SEISMIC SLIDING The target factor of safety for seismic is 75% of the static value. Live loads are ignored in the analyses based on the basic premise that the probability of the maximum acceleration occuring at the exact same instant as the maximum live load is small. Details are only shown for sliding at the base of blocks, a check is made at the foundation level with the answer only shown. The vertical resisting forces is W1 +W1 + Pay+ Paev SumVs = 1809 Resisting force= SumVs*tan(phi) + intercept x L FRe=1215 ppf Driving force= Pa_h + Pae_h + Pif =398 +300 +168 FDr=866 ppf FOS = FRe/FDr[leveling pad /foundation] FoS =1.40/ 1.71 ISEISMIC OVERTURNING 1 Overturning is rotation about the front toe of the wall. Eccentricity is also a check on overturning Resisting Moment= M1 + M2 + MPav+ MPaev SumMrS =2368 ft ppf Driving Moment= MPav + MPaeh +MPif SumMoS = 1653.24 ft ppf Factor of Safety = SumMrS/SumMoS FoS = 1.43 ISEISMIC BEARING Bearing is the ability of the foundation to support the mass of the structure. Qult= c*Nc+ q*Nq + 0.5*gamma*(B')*Ng where: Nc= 35.49 Nq = 23.18 Ng = 30.21 c= 0.00 psf q = 180.00 psf Calculate Ultimate Bearing, Qult(seismic) Qult= 8396.79 psf eccentricity (e) e =0.834 Equivalent Footing Width, B' = L-2e + Ivl pad B' =1 ft Bearing Pressure = sumVs/B' + 2B' + LP depth)/2 * LP depth sigma=834 psf Factor of Safety for Bearing = Quit/Bearing FoS =10 1 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 11