The URL can be used to link to this page

Home My WebLink AboutEngineering-Retaining Wall?'i-l^.6,<r En6lnzer-\\ Huddleston-Berry Engineering & Tr$fiilg, LI.C 2789 Riverside Parkway Grand Junction, Colorado 81501 Phone: 970-255-8005 Info@huddlestonberry.com January 3,2024 Project#}2757-0001 David Sante 1660 County Road 259 Rifle, Colorado 81650 Subject:Retaining Wall Analysis 1660 County Road 259 Rifle, Colorado Reference:Existing Conditions Survey NW % NE %, Section 34, David A. and Ruth E. Sante, 1660 County Road 259, Silt, Colorado 81652 by Bookcliff Survey Services, Inc., September 20,2023. Geotechnical Engineering Investigation, Sante Shop and ADU Building, 1660 County Road 259, Garfield County, Colorado by CTL Thompson, August 9, 2023. Dear Mr. Sante, At your request, Huddleston-Berry Engineering & Testing, LLC (HBET) completed engineering analysis for a new retaining wall proposed at 1660 County Road 259 in Rifle, Colorado. The site location is shown on Figure 1 - Site Location Map. The scope of our analysis including evaluating extemal and intemal stability of the proposed Segmental Block Retaining Walls (sRw). The wall analyses were based upon the referenced survey data and proposed shop/ADU construction location and elevation. Based upon the provided drawings, the total wall height will be up to 13.5 feet. Analysis of the Segmental retaining wall was completed in accordance with the Design Manual for Segmental Retaining Walls by the National Concrete Masonry Association (NCMA) and Big Block design procedures using the Big Block Analysis computer software program. Global stability was evaluated using the Slope/W computer software program Sesmental Block Units Based upon the referenced plan, the wall is proposed to be constructed using Big Block 24-inch blocks. Block dimensions, unit weights, interface properties used in the computations were in accordance with Big Block specifications and design criteria. 1660 cR 259 ,lA#oz's'-ooot t"Fj$xffim orr1t24 K*, Soil Data Based upon information in the referenced Geotechnical Engineering Evaluation report and upon our observations of a shallow test pit above the wall, the soils at the site consist of clayey sand soils above weathered sandstone and claystone bedrock. HBET recommends soils in the reinforced zone consist of material meeting CDOT Class 1 Structrual Backfill specifications, or better, The native soils may be suitable for use in the reinforced zone; however, they should be evaluated furtltcr during uunstruution. The following soil parameters were utilized in the analyses: Retained Soils 0 :3oo c:0 psf. y:120 pcf Reinforced Soils b:32"c:0 psf. y: 120 pcf Factors of Safetv External Stability: . Sliding: 1.5 r Overturning:2.0 o Bearing Capacity:2.0 o Global Stabilitv: 1.5 Internal Stability: o Overstress : 1.5 o Pullout: 1.5 o Sliding: 1.5 o Connection : 1.5 o Facing Shear : 1.5 Wall Settlement/Deform ation In ortler Lo rnobilize active earl.h pressure behind the walls, deflection of the wall will have to T- ,-^*^-^l L^^^l ,,-^"^ +L^ L^:-L+ ^f +L^ ,-.^ll^ l^-^-l:-- ^- +L^ *^r^-:^1^ --^^) i-^ LL^wr/vur. Ir 6ErrEr6[r, u<LDgu uP\Ir trrg lrlrrElrt ur Llrg w4llD, ut'Pt'llLrlrrB ull [ll9 lrl4Lttllixrs u$gu lll tlltt wall construction and backfill, the wall will be anticipated to deflect laterally to mobilize active earth pressure up to approximately 1.0-inch. With regard to settlement, depending upon whether or not proper compaction occurs below and within the walls, post-construction settlements are possible. In general. with careful moisture control and proper compaction, HBET anticipates that post-construction wall settlements will be lcss than 2.0-inchcs. 2Z:\2008 IL PROJECTS\0??57 - David Sqntc\02757-0001 1660 County Rosd 259U00 - cco\02757-0001 LROl0324.doc 1 660 CR 259 #027s7-0001 0U03124 Huddlestotr-B€f,ry *reinffiln!& ?s*ht' l"Lf Results of Analvses Wall design calculation results are included in Appendix A and global stability results are included in Appendix B. Geogrid should consist of Mirafi 5XT, or equivalent approved by HBET. Geogrid should be installed above first row of blocks and every row thereafter as shown on Figure 2 - Retaining Wall Details. General Notes The wall designs were based upon the information provided to HBET and on our experience in retaining wall design. The wall design is only valid for the proposed construction. It is imnortant to note that the (FS) in the analvses dre hased unon unsaturated conditions behind the wall. However, HBET cannot predict lons-term chanses in subsurface moisture conditions. Where significant increases in subsurface moisture occur within the slooes and/or behind the wall due to poor sradins, improper stormwater management, utilitv line failure, excess itigation, or other cause. either during construction or the result of actions of the nrooertv ownew - sisnificant movements - un to and incladinp wall failure and/or slooe failure - are possible. In addition, snv failure to complv with the recommendations in this report, Redi-Rock specifications. and/or widelv accented retainins wall construction practices releases Huddleston-Berrv Ensineering & Testins, LLC of anv liabilitv with regard to the structure oerformance. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted : Huddleston-Berry Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering J2:\2008 ALL PROJECTS\02757 - David Sante\02757-0001 1660 County Road 259V00 - Geo\02757-0001 LRol0324.doc FIGURES Account Number Parcel Number Acres Land SqFt Tax Area 2019 MillLevy R2t7O72 Physical Address 2t2734!OO2B4 40 Owner Address 0 027 66.s370 1660259 COUNTY RD SILT 81652 SANTE, DAVIDA& RUTH E 1660 COUNTY ROAD 259 RTFLE CO 81650 2019 Total Actual Value $582,000 Last2Sales Date Price 9/5/7997 $Bo,ooo n/a $ 2.2tH|lV Max. Finished Slope (Length sf GeoErid - See Table Above) Non-Woven Geotextile Fabric Free Drainirg Backfill to Extend at Least 12' Behind Wall Geogrid Reinforcement Perforated Pipe Drain - Qlsysl Leveling Pad )ED WALL CROSS SEC]'ION 18" 48" 24" TYPICAL MIDDLE BLOCK 42" 18' 18" TYPICAL BOTTOM BLOCK 18" 't5' 48" 24 SIIL PARAMETERSI THE FT]LLEVING SOIL PARAMETERS VERE USED IN THE ANALYSES BASED UPBN'GEETECHNICAL ENGINEERING INVESTIGATION, SANTE SHOP AND ADU BUILDING, 1660 CEUNTY READ A59, GARFIELD COUNTY, COLORADO" PROJECT #GSO6773,OOO-120 3Y CTL TH[]MPSI]N, AUGUST 9, ?O?3 AND UPON HBET'S DBSERVATIT]NS AT THE SITE,I REINFERCED SI]ILSI. Y=120PCF. f=3ADEGREES RETAINEI] SEILSI. T= 1e0PcF. f=30DEGREES PERCENT CRUSHED AGGREGATE WI- SIEVE SIZE PERCENT Ir-L' 80-101' so-e(*4 0-40*e00 0-10 BACKVALL DRAINAGE LAYER SHALI MATERIAL, DRAINAGE MATERIAL SH AGGREGATE VITH THE FELLDVING SIEVE SIZE PERCENT I 100 75-10 0-10#200 0-5 REINFI]RCED BACKFILL SHALL BE IMPERTED MATERIAL USED IN THE STRUCTURAL FILL SPECIFICATIT]NS LEVELING PAD, STRUCTURAL FILL PLACED IN MAXIMUM 8-INCH LOOSI CEMPACTED Tt] A MINIMUM NF 952 DENSITY, VITHIN +/_ 27.0F EPTI ACCORDANCE VITH ASTM D698 t]R GEEGRID REINFERCEMENT SHOULD PULL GEEGRID TIGHT AND SPREAD KEEPS THE GRID IN TENSIEN, DO GEDGRID, FOR CT]NVEX CURVES, PLACE A M BETVEEN OVERLAPPING GEEGRID I SLDPE DRAIN PIPE TB DRAIN (MIN MINIMUM INTERVAL EF EVERY 1OO DIRECTLY INTO DRAINAGE SVALE, GENTEXTILE FILTER SHALL CONS NEN_VNVEN, NEEDLE PUNCHED FA EF lEO PT]UNDS IN ACCERDANCE V SUBGRADE BELEV VALL BASE ANI MINIMUM trF 95:l t]F THE STANDAR +/-?7. trF EPTIMUM MEISTURE CEN ASTMD698, VHERE FILL IS REQU: ELEVATIEN, SUITABLE FILL MATEI LEESE LIFTS AND CNMPACTED AS ALL ETHER MATERIALS AND CENS] UNITS, SHALL CT]NFORM TO BIG BI. Tt] ENSURE CI]NFERMANCE VITH TI BE CENTRACTED TE CENDUCT EBSI HBET MAKES NT] VARRANTY REGAR EVENT THAT MATERIALS AND/ER I SECTIENS I]R GENERALLY ACCEPTE PRACTICES. L' 1'tt4 48" 24" 42 NOT TO SCAIE IVA MECHANICALLY STABILIZED EARTI-I VALLS AND .IUAL FER SEGMENTAL RETAINING VALLS, AND BIG t APPENDIX A Retaining Wall Calculations REA Analysis Project: Location: Designer: Date: Section: Design Method Design Unit: 1660 CR 259 Rifle, CO MAB 1119t2023 Section 3 NCMA_09_3rd_Ed, lgnore Vert. Force BigBlock * SOIL PARAMETERS I Reinforced Soil: 32 deg Retained Soil: 30 deg Foundation Soil: 30 deg Leveling Pad: Crushed Stone coh 0psf 0psf 0psf Y 120pcl 120pcf 120pcl 600t_t' GEOMETRY Design Height: 4.50ft (3.75ft Exp.) Wall Batter/Tilt: 3.201 0.00 deg Embedment: 0.75ft Leveling Pad Depth: 0.50ft Slope Angle: 26.6 deg Slope Length: 50.0ft Slope Toe Offset: 0.0ft Vertical d on Single Depth FACTORS OF SAFETY Sliding: 1.50 Orrartrrrninn' ) no Bearing: 2.00 Shear: 1.50 Live Load: Live Load Offset: LL2 Width: Dead Load: Dead Load Offset Dead Load Width Pullout: Uncertainties: Connection: Bending: 0psf 0.0oft 0ft 0psf 0.oft 0ft 1.50 ,t trn 1.50 1.50 Note: Calculations and quantities are for PRELIMINARY ANALfilCAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. BigBlock Wall Designer 5.0.20212 1 bs RESULTS FoS Sliding: Bearing Pullout Total Pullout Top FoSot: 3.68 645 3.94 1,825 16.55 FoS Overturning: FoS Bearing: FoS Total Pullout FoS Connection: 8.79 15.08 5.21 3.98 t_s.{l8 -t Helghl Length G60sfld.Tallow % Cvrg EP(Pa)LL (PqI DL (Pqd)TMax FS Stf Tal Cn fs Pk cn Flt Po{ I maxl FS Sldg lfndn]Grid Embed 2 3 6 5XT 1786 100 120 0 0 120 22.34 495 6.1 9 3.94tl1201 28.23 1.23 1 1.5 6 5XT 1 786 100 213 0 0 213 12.57 566 3.98 6.34[213]14.60 t3.681 2.62 Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internalactive earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (TalTmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (Ta cn/Tmax) FS PO, factor of safety on pullout (Ta pullouV(Tmax - LL) Grid Embedment, depth of embedment beyond the theorectical failure plane. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer, BigBlock Wall Designer 5.0.20212 2 REA Analysis Project: Location: Designer: Date: Section: Design Method Design Unit: 1660 CR 259 Rifle, CO MAB 11t9t2023 Section 2 NCMA_09_3rd_Ed, lgnore Vert. Force BigBlock t e$t SOIL PARAMETERS q Reinforced Soil: 32 deg Retained Soil: 30 deg Foundation Soil: 30 deg Leveling Pad: Crushed Stone coh 0psf 0psf 0psf Y 120pcf 120pcl 120pcf 10^s0t- t- GEOMETRY Design Height: 9.00ft (8.25ft Exp.) Wall Batter/Tilt: 3.201 0.00 deg Embedment: 0.75ft Leveling Pad Depth: 0.50ft Slope Angle: 26.6 deg Slope Length: 50.0ft Slope Toe Offset: 0.0ft Vertical 6 on Single Depth FACTORS OF SAFETY Sliding: 1.50 C)verturnina' 2.00 Bearing: 2.00 Shear: 1.50 Live Load: Live Load Offset: LL2 Width: Dead Load: Dead Load Offset: Dead Load Width: Pullout: llnnartainfiac Connection: Bending: 0psf 0.00ft 0ft 0psf 0.oft 0ft 1.50 16n 1.50 1.50 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. BigBlock Wall Designer 5.0.20212 1 s oi RESULTS FoS Sliding: Bearing Pullout Total Pullout Top FoSot: Column 3.05 1,301 5.69 19,076 18.44 FoS Overturning FoS Bearing: FoS Total Pullout FoS Connection: 6.39 11.60 10.25 2.20 10.90 _t Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (TalTmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (Ta cn/Tmax) FS PO, factor of safety on pullout (Ta pullouU(Tmax - LL) Grid Embedment, depth of embedment beyond the theorecticalfailure plane Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. BigBlock Wall Designer 5.0.20212 2 Lengtfi FS PO/[Tmaxl Grid EmbedEP(PA}LL (PqI)DL (Pqd)FS StrIDl-letght qieogr,6.0,6 Cwg '1 .09012022.34 495 6.19 5.6941201 16.11105XT1786100120057.5 10.77 2.470021312.57 566 3.98 8.82t1213146105XT1786100213 8.38 638 2.99 10.78[320]7.90 3.851003200032034.5 10 5Xt 1786 6.15 5.234266.28 709 2.49 12.62t14261105XT17861004260023 14.42[533]5.00 t3.051 6.62005335.03 781 2.20'l 1.5 10 5XT 1786 100 s33 REA Analysis Project: Location: Designer: Date: Section: Design Method Design Unit: 1660 CR 259 Rifle, CO MAB 11t9t2023 Section 1 NCMA_09_3rd_Ed, lgnore Vert. Force BigBlock +.i SOIL PARAMETERS 9 Reinforced Soil: 32 deg Retained Soil: 30 deg Foundation Soil: 30 deg Leveling Pad: Crushed Stone coh 0psf 0psf 0psf Y 120pcf 120pcf 120pct r4.50 GEOMETRY Design Height: 13.50ft (12.75ftExp.) Wall Batterffilt: 3.20/ 0.00 deg Embedment: 0.75ft Leveling Pad Depth: 0.50ft Slope Angle: 26.6 deg Slope Length: 50.0ft Slope Toe Offset: 0.0ft Vertical6 on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturnino: 2.00 Bearing: 2.00 Shear: 1.50 Live Load: Live Load Offset: LL2 Width: Dead Load: Dead Load Offset: Dead Load Width: Pullout: Ilnnarfainfiac' Connection: Bending: 0psf 0.0oft 0ft 0psf 0.oft 0ft 1.50 4An 1.50 1.50 Note: Calculations and quantities are for PRELIMINARY ANALY|ICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. BigBlock Wall Designer 5.0.202L2 1 d s! RESULTS FoS Sliding: Bearing Pullout TotalPullout Top FoSot: 1.61 1,973 10.64 75,776 20.33 FoS Overturning: FoS Bearing: FoS Total Pullout FoS Connection: 3.29 10.72 17.21 1.61 14.sil umn Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (TalTmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (Ta cnffmax) FS PO, factor of safety on pullout (Ta pullouU(Tmax - LL) Grid Embedment, depth of embedment beyond the theorectical failure plane Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. BigBlock Wall Designer 5.0.20212 2 FS Slds lfndnl Grid EmbedDL (Pqd)TMAX '$ stt Tal Cn FS Pk Cn FS PO/TTm€xl% Gvfs 1.4412022.34 495 6.19 10.64t112O1 11.2417861001200081214.5 5XT 2.4221312.57 566 3.9E 13.51t12131 8.675XT178610021300710.5 14.5 1 5.1 843201 7.O1 4.20003208.36 636 2.996914.5 5XT 1786 100 320 5.596.28 709 2.49 16.87[4261 5.671004260042657.5 14.5 5XT 1766 533 5.03 741 2.20 18.58/[5331 5.031786100533004b14.5 5XT 4.4006404.19 452 2.00 20.304640114.5 5XT 1786 100 640 034.5 1.81 22.02[7461 3.91 9.73007463.59 9022314.5 5XT 1786 100 746 11.123.14 916 1.61 23.75t18531 1.94 [1.61]100 853 0 0 85311.5 14.5 5Xt 1786 APPENDIX B Global Stability Results 4660 CR 2s9 Critical Section 90 80 70 60 90 80 70 60 1.558o- 505 G o40 ur 50co o o tu 3030 20 10 20 10 00 0 12510075 Distance 5025