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HomeMy WebLinkAboutExh.19_Geotechnical_Retaining_Wall_DesignsFebruary 24, 2020 Revised May 18, 2020 Project No. T-7886 Mr. Jordan Salisbury Blue Fern Development, LLC 11232 – 120th Avenue NE, Suite 204 Kirkland, Washington 98033 Subject: Retaining Wall Designs Canopy 4130 Lincoln Avenue NE Renton, Washington Reference: Geotechnical Report, Canopy, 4130 Lincoln Avenue NE, Renton, Washington, Project No. T-7886, prepared by Terra Associates, Inc., dated February 21, 2020 Dear Mr. Salisbury: As requested, we have prepared designs for construction of the project’s reinforced fill and cut Rockery Retaining Walls and Redi-Rock retaining walls. This letter presents the results of our analyses and provides recommendations for construction. Based on review of the grading prepared by CORE Design, dated April 29, 2019, there are several retaining walls planned for the project. The retaining walls will consist of reinforced fill and cut Rockery retaining walls and gravity Redi-Rock walls that will support the grade transition between the project and the adjacent properties. The exposed wall heights vary from 1 to 13 feet with horizontal backslopes and 2:1 (Horizontal:Vertical) or flatter frontslopes. The buildings will be a minimum of five feet from the back of the walls. Soil conditions used in the design of the reinforced fill Rockery walls were based on information contained in the referenced report. Our designs for reinforced fill rockery retaining walls address internal and external wall stability considerations. The reinforced fill rockery designs were completed using the computer program MSEW v.3.0 published by ADAMA Engineering, Inc. All analyses yielded acceptable factors of safety for both static and seismic cases. Details showing reinforced fill rockery construction are shown on Figure 1. Design calculations are attached for agency review. We recommend limiting cut rockeries to a height of ten feet when facing undisturbed dense native soils, and four feet where placed against unreinforced structural fill. Where rockeries of four feet or less will be constructed against structural fill, the structural fill should be overbuilt and then cut back prior to constructing the rockery. This will provide a more competent and stable soil face behind the rockery. If rockeries placed against fill will be surcharged, the fill should be reinforced using a geogrid or geotextile material. 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034  Phone (425) 821‐7777 • Fax (425) 821‐4334  EXHIBIT 19 RECEIVED 05/26/2020 MHerrera PLANNING DIVISION DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 5-18-2020 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 TO BE DISLODGED BY HAND.3. ALL CAP ROCKS MUST BE SECURE AND NOT ABLEFOR ROCK QUALITY SPECIFIED IN SECTIONS 9-13.7(1)OF THE WSDOT STANDARDS SPECIFICATIONS (2016).2. ROCK USED MUST MEET THE REQUIREMENTSROCKERY (ARC) CONTRACTORS GUIDELINES.1. ROCKERY CONSTRUCTION SHALL BE COMPLETEDIN ACCORDANCE WITH THE ASSOCIATION OF ROCKERY NOTES:REFER TO CIVIL DRAWINGS FOR ROCKERY ALIGNMENT, LOCATIONS AND ELEVATIONS.REFER TO REINFORCING SCHEDULE FOR GEOTEXTILE LENGTHS AND ELEVATIONS.GEOTEXTILE SHALL BE INSTALLED ON HORIZONTAL SURFACE OF COMPACTED STRUCTURAL FILL AT ELEVATIONS SHOWN ON SCHEDULE.GEOTEXTILE SHALL BE PULLED TIGHT BEHIND WALL. STAKE END OF GEOGRID AS REQUIRED TO MAINTAIN TENSION BEFORE COVERING WITH STRUCTURAL FILL.PROTECT GEOTEXTILE FROM CONSTRUCTION DAMAGE PER MANUFACTURERS CONSTRUCTION EQUIPMENT SHALL NOT TRAVEL DIRECTLY ON GEOTEXTILE. ANY GEOTEXTILE THAT IS DAMAGED SHALL BE REPLACED WITH NEW GEOTEXTILE AT CONTRACTORS EXPENSE.GEOTEXTILE SHALL BE AS SHOWN ON SCHEDULE. ALL GEOTEXTILE SHALL BE CLEARLYIDENTIFIED AND LABELED IN THE FIELD. ANY UNMARKED ROLLS, OR PORTIONS THEREOF, OF GEOTEXTILE THAT CANNOT BE IDENTIFIED SHALL NOT BE USED IN WALL CONSTRUCTION.1.2.3.4.5.6.7.REINFORCED FILL ROCKERY REINFORCING SCHEDULEGENERAL REINFORCED FILL NOTES:ALL STRUCTURAL FILL TO BE PLACED AND COMPACTED PER REPORT PREPARED BY TERRA ASSOCIATES, PROJECT NUMBERS, T-7886, PREPARED BY TERRA ASSOCIATES, INC., DATED GRANULAR MATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3 INCHES AND A MAXIMUM OF 30 PERCENT PASSING THE NO. 200 SIEVE (FINES CONTENT) BASED ON THE 3/4" GRAVEL FRACTION.3" MINIMUMBY GEOTECHNICAL ENGINEERFIRM UNDISTURBEDSOIL TO BE VERIFIEDKEYWAY4" MINIMUM DIAMETERDRAIN PIPE SURROUNDED BYCLEAN WASHED 3/4" DRAINGRAVEL12"MIN.GRAVEL BEDDING1.0'61EXPOSED WALLHEIGHTLAYER NO.REINFORCEMENT(USE MIRAFI OREQUIVALENT)LENGTH "L" FEETHEIGHT(ABOVE BASEELEVATION)4 FEET OR LESSNO REINFORCEMENT REQUIRED5 FEET12MIRAFI HP 570MIRAFI HP 5704.54.50.52.56 - 7 FEET123MIRAFI HP 570MIRAFI HP 570MIRAFI HP 5705.55.55.50.52.54.58 - 9 FEET1234MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 5707.57.57.57.50.52.54.56.510 - 11 FEET12345MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 5709.09.09.09.09.00.52.54.56.58.512 - 13 FEET123456MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 570MIRAFI HP 57010.510.510.510.510.510.50.52.54.56.58.510.5"L"3' MIN0.5' TYPCRUSHED ROCK FILTERMATERIAL, BETWEEN 2AND 4 INCH SIZE WITHLESS THAN 2% FINES12" MIN6" MIN COVER OVER REINFORCMENTCOMPACTED NATIVE FILL13' MAXEXPOSED WALLHEIGHT0.5'LAYER 1LAYER 2LAYER 3LAYER 42' TYP.1.5' MINREINFORCEMENT GRID(SEE SCHEDULE)H/3SWALE FOR SURFACE DRAINAGE CONTROLGUARD RAIL PER CIVILPLANSFEBRUARY 21, 2020. STRUCTURAL FILL IN RE-INFORCED ZONE SHALL BE LAYER 5LAYER 6ROADWAY12(MAX)NOT TO SCALEKEYWAY SHOULD BE SLOPEDDOWN TOWARDS THE FACEBEING PROTECTEDConsultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth SciencesREINFORCED FILL ROCKERY DETAILFigure 1Proj.No.T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 12 IN. MIN. 6 1 NOT TO SCALE KEYWAY SHOULD BE SLOPED DOWN TOWARDS THE FACE BEING PROTECTED KEYWAY 1.5' MIN. 10' MAX. H/3 COMPETENT UNDISTURBED NATIVE SOILS CRUSHED ROCK FILER MATERIAL BETWEEN 2, AND 4 INCH SIZE WITH LESS THAN 2% FINES 4" MIN GRAVEL BEDDING FIRM UNDISTURBED SOIL TO BE VERIFIED BY GEOTECHNICAL ENGINEER SWALE FOR SURFACE DRAINAGE CONTROL FENCE OR HANDRAIL AS REQUIRED 1. REFER TO CIVIL GRADING DRAWINGS FOR WALL ALIGNMENTS, AND ELEVATIONS. 2. ROCKERY CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE WITH THE ASSOCIATION OF ROCKERY CONTRACTORS GUIDELINES. 3. ROCK USED MUST MEET THE REQUIREMENTS FOR ROCK QUALITY SPECIFIED IN SECTION 9-13.7(1) OF THE WSDOT STANDARDS SPECIFICATIONS (2016). 4. ALL CAP ROCKS MUST BE SECURE AND NOT ABLE TO BE DISLODGED BY HAND. 4" MINIMUM DIAMETER DRAIN PIPE SURROUNDED BY CLEAN WASHED 3/4" DRAIN GRAVEL TAKEN TO APPROVED POINT OF DISCHARGE ROCKERY NOTES: 1 2(MAX) Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Figure 2 CUT ROCKERY DETAIL Proj.No. T-7886 Date: MAY 2020 RENTON, WASHINGTON CANOPY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" TOP BLOCKREDI-ROCK60" BOTTOM BLOCK9" OFFSETREDI-ROCK60" MIDDLE BLOCK5/8" CRUSHED ROCK LEVELING PAD (TYP.)COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)4"4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE10.5'(max.)1'(min.)9"12" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINES (TYP.)11212(MAX)BUILDING LOTDENSE NATIVE SOILS12" MIN. COMPACTED STRUCTURALBACK FILL ABOVE DRAIN COLUMNREDI-ROCK60" MIDDLE BLOCKREDI-ROCK60" MIDDLE BLOCKREDI-ROCK60" MIDDLE BLOCKREDI-ROCK60" MIDDLE BLOCKGENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.NOT TO SCALEConsultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth SciencesCUT REDI-ROCK WALL DETAILFigure 3Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" BOTTOM BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK28" PLANTER BLOCK12(MAX)5/8" CRUSHED ROCK LEVELING PAD (TYP.)COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE4"STRUCTURAL FILL12" MIN. COMPACTED STRUCTURALBACK FILL ABOVE DRAIN COLUMNFENCE/RAIL WHEREREQUIRED12" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINES (TYP.)6'(max.)ROADWAYNOT TO SCALE16.6"GENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TORECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, CANOPY, RENTON,WASHINGTON, PROJECT NO. T-7886 PREPARED BY TERRA ASSOCIATES, INC., DATEDFEBRUARY 21, 2020. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULARMATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES(LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT.4)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.1.5' (MIN)Consultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth Sciences4.5' PLANTER REDI-ROCK WALL DETAILFigure 4Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" BOTTOM BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK28" PLANTER BLOCK12(MAX)5/8" CRUSHED ROCK LEVELING PAD (TYP.)COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE4"7.5'(max.)STRUCTURAL FILL6" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINESTHEN WIDEN FOR LOWERROADWAYFENCE/RAIL WHEREREQUIREDNOT TO SCALEGENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TORECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, CANOPY, RENTON,WASHINGTON, PROJECT NO. T-7886 PREPARED BY TERRA ASSOCIATES, INC., DATEDFEBRUARY 21, 2020. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULARMATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES(LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT.4)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.16.6"16.6"1.5' (MIN)Consultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth Sciences6' PLANTER REDI-ROCK WALL DETAILFigure 5Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" BOTTOM BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK28" PLANTER BLOCK5/8" CRUSHED ROCK LEVELING PAD (TYP.)COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)ROADWAYFENCE/RAIL WHEREREQUIRED5/8" CRUSHED ROCK LEVELING PAD (TYP.)COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE6" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINESTHEN WIDEN FOR LOWERSTRUCTURAL FILL4"9'(max.)12(MAX)GENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TORECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, CANOPY, RENTON,WASHINGTON, PROJECT NO. T-7886 PREPARED BY TERRA ASSOCIATES, INC., DATEDFEBRUARY 21, 2020. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULARMATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES(LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT.4)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.NOT TO SCALE16.6"16.6"16.6"1.5' (MIN)Consultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth Sciences7.5' PLANTER REDI-ROCK WALL DETAILFigure 6Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" PLANTER BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK28" PLANTER BLOCKROADWAYFENCE/RAIL WHEREREQUIREDREDI-ROCK60" BOTTOM BLOCKREDI-ROCK41" MIDDLE BLOCK5/8" CRUSHED ROCK LEVELING PAD (TYP.)4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE4"COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)10.5'(max.)12(MAX)STRUCTURAL FILL6" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINESTHEN WIDEN FOR LOWERNOT TO SCALE16.6"16.6"16.6"GENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TORECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, CANOPY, RENTON,WASHINGTON, PROJECT NO. T-7886 PREPARED BY TERRA ASSOCIATES, INC., DATEDFEBRUARY 21, 2020. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULARMATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES(LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT.4)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.1.5' (MIN)Consultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth Sciences9' PLANTER REDI-ROCK WALL DETAILFigure 7Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 REDI-ROCK41" PLANTER BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK41" PLANTER BLOCKREDI-ROCK28" PLANTER BLOCKREDI-ROCK60" MIDDLE BLOCKREDI-ROCK41" MIDDLE BLOCKREDI-ROCK60" BOTTOM BLOCKROADWAYFENCE/RAIL WHEREREQUIRED6" MIN. COMPACTED 1/2" TO 1"CLEAN CRUSHED ROCK NO FINESTHEN WIDEN FOR LOWER5/8" CRUSHED ROCK LEVELING PAD (TYP.)4"COMPETENT NATIVE SOILSOR STRUCTURAL FILL TO BE VERIFIEDBY GEOTECHNICAL ENGINEER (TYP.)4" DIAMETER PERFORATED PVCDRAIN PIPE TAKEN TO APPROVEDPOINT OF DISCHARGE12'(max.)12(MAX)STRUCTURAL FILLNOT TO SCALE16.6"16.6"16.6"GENERAL NOTES1)REFER TO CIVIL GRADING PLANS FOR WALL ALIGNMENTS AND ELEVATIONS.2)REDI-ROCK ® WALL ASSEMBLY TO BE COMPLETED PER MANUFACTURERSSPECIFICATIONS.3)STRUCTURAL FILL SHALL BE PLACED AND COMPACTED ACCORDING TORECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT, CANOPY, RENTON,WASHINGTON, PROJECT NO. T-7886 PREPARED BY TERRA ASSOCIATES, INC., DATEDFEBRUARY 21, 2020. STRUCTURAL FILL IN REINFORCED ZONE SHALL BE GRANULARMATERIAL WITH A MAXIMUM AGGREGATE SIZE OF 3-INCHES AND A MAXIMUM SOIL FINES(LESS THAN # 200 SIEVE) CONTENT OF 30 PERCENT.4)HEAVY CONSTRUCTION EQUIPMENT SUCH AS VIBRATORY DRUM ROLLERS, LOADED DUMPTRUCKS, FRONT-END LOADERS, ETC., SHALL NOT OPERATE WITHIN FIVE FEET OF BACK OFWALLS. STRUCTURAL FILL PLACED IN THIS ZONE SHALL HAVE MAXIMUM LOOSE LIFTTHICKNESS OF 12 INCHES AND SHALL BE COMPACTED USING HAND OPERATEDCOMPACTION EQUIPMENT.1.5' (MIN)12" PVC STORMLINEConsultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth Sciences10.5' PLANTER REDI-ROCK WALL DETAILFigure 8Proj.No. T-7886Date: MAY 2020RENTON, WASHINGTONCANOPYDocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and FREESTANDING WALL DETAIL Figure 9Proj.No. T-7886 Date: MAY 2020 RENTON, WASHINGTON CANOPY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DESIGN CALCULATIONS – ROCKERY RETAINING WALLS DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 DESIGN CALCULATIONS – REDI-ROCK RETAINING WALLS DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : Roadway W all 4.5 ft Fill W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 4 Block 41 Block 41 Planter 41 Top block 24 straight garden 1 1 1 1 0.01 0.01 16.62 - Name :Wall Dimension Stage -analysis :1 -0 1 6.00 6.00 1ks;1.50ft 1ks;1.50ft 2 6.00 6.00 1ks;1.50ft 1ks;1.50ft 3 6.00 6.00 1ks;1.50ft 1ks;1.50ft 4 6.00 6.00 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 4.00 ft ft ft ft Material Soil creating foundation -Crushed Rock Soil parameters Unweathered Glacial Till Unit weight : Stress-state : g effective =125.0 pcf DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : jef cef d gsat = = = = 40.00 150.0 38.00 135.0 ° psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Structural Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 120.0 34.00 50.0 34.00 130.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 Yes variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure Roadway 0.0 0.0 453.3 363.3 -2.93 -1.27 -1.81 -3.21 2510.0 20.3 468.7 328.8 1.96 3.72 3.78 3.70 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 7986.7 1990.6 lbfft/ft lbfft/ft Safety factor =4.01 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2424.77 816.68 lbf/ft lbf/ft Safety factor =2.97 >1.50 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Active pressure Roadway 0.0 272.0 296.0 -2.53 -1.54 -2.79 2010.0 182.4 215.4 1.75 3.38 3.38 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 4869.8 1243.6 lbfft/ft lbfft/ft Safety factor =3.92 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 1749.42 568.10 lbf/ft lbf/ft Safety factor =3.08 >1.50 Joint for verification is SATISFACTORY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 No No variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 513.0 0.0 4.1 453.3 398.3 363.3 -2.93 -3.16 -1.27 -1.27 -1.81 -4.64 -3.21 2510.0 0.0 20.3 0.0 468.7 293.6 328.8 1.96 2.00 3.72 3.72 3.78 3.62 3.70 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 9048.7 5464.9 lbfft/ft lbfft/ft DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Safety factor =1.66 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2541.57 1732.06 lbf/ft lbf/ft Safety factor =1.47 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. Active pressure Earthq.-act.pressure Roadway 0.0 420.6 272.0 290.1 296.0 -2.53 -2.75 -1.54 -4.00 -2.79 2010.0 0.0 182.4 195.0 215.4 1.75 1.81 3.38 3.38 3.38 1.000 1.000 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 5529.9 3558.8 lbfft/ft lbfft/ft Safety factor =1.55 >1.10 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 1891.11 1278.82 lbf/ft lbf/ft Safety factor =1.48 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 3658.8 3621.31 1732.06 0.253 1829.6 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 3658.8 3621.31 1732.06 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : Roadway W all 6 ft Fill W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 4 5 Block 41 Planter 41 Block 41 Planter 41 Top block 24 straight garden 1 1 1 1 1 0.01 16.62 0.01 16.62 - Name :Wall Dimension Stage -analysis :1 -0 1 7.50 7.50 1ks;1.50ft 1ks;1.50ft 2 7.50 7.50 1ks;1.50ft 1ks;1.50ft 3 7.50 7.50 1ks;1.50ft 1ks;1.50ft 4 7.50 7.50 1ks;1.50ft 1ks;1.50ft 5 7.50 7.50 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 4.00 ft ft ft ft Material Soil creating foundation -Crushed Rock Soil parameters Unweathered Glacial Till Unit weight :g =125.0 pcf DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : effective jef cef d gsat = = = = 40.00 150.0 38.00 135.0 ° psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Structural Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 120.0 34.00 50.0 34.00 130.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 Yes variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure Roadway 0.0 0.0 506.2 359.1 -3.66 -1.19 -1.78 -3.87 3117.5 14.2 430.9 246.6 2.57 3.76 3.93 4.28 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 10821.2 2290.9 lbfft/ft lbfft/ft Safety factor =4.72 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2769.34 865.30 lbf/ft lbf/ft Safety factor =3.20 >1.50 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Active pressure Roadway 0.0 263.5 288.3 -3.27 -1.76 -3.65 2617.5 100.6 145.0 2.48 3.78 4.34 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 7502.5 1514.8 lbfft/ft lbfft/ft Safety factor =4.95 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2080.16 551.78 lbf/ft lbf/ft Safety factor =3.77 >1.50 Joint for verification is SATISFACTORY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 No No variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 634.7 0.0 2.8 506.2 559.1 359.1 -3.66 -3.82 -1.19 -1.19 -1.78 -5.69 -3.87 3117.5 0.0 14.2 0.0 430.9 291.1 246.6 2.57 2.62 3.76 3.76 3.93 4.63 4.28 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 12167.6 7900.7 lbfft/ft lbfft/ft DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Safety factor =1.54 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2869.74 2061.92 lbf/ft lbf/ft Safety factor =1.39 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. Active pressure Earthq.-act.pressure Roadway 0.0 541.7 263.5 433.7 288.3 -3.27 -3.40 -1.76 -5.05 -3.65 2617.5 0.0 100.6 213.3 145.0 2.48 2.52 3.78 4.55 4.34 1.000 1.000 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 8472.5 5542.1 lbfft/ft lbfft/ft Safety factor =1.53 >1.10 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2235.14 1527.12 lbf/ft lbf/ft Safety factor =1.46 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 3933.7 4100.29 2061.92 0.240 1970.1 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 3933.7 4100.29 2061.92 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : Roadway W all 7.5 ft Fill W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 4 5 6 Block 41 Planter 41 Planter 41 Block 41 Planter 41 Top block 24 straight garden 1 1 1 1 1 1 0.01 16.62 16.62 0.01 16.62 - Name :Wall Dimension Stage -analysis :1 -0 1 9.00 9.00 1ks;1.50ft 1ks;1.50ft 2 9.00 9.00 1ks;1.50ft 1ks;1.50ft 3 9.00 9.00 1ks;1.50ft 1ks;1.50ft 4 9.00 9.00 1ks;1.50ft 1ks;1.50ft 5 9.00 9.00 1ks;1.50ft 1ks;1.50ft 6 9.00 9.00 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 4.00 ft ft ft ft Material Soil creating foundation -Crushed Rock Soil parameters Unweathered Glacial Till DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 40.00 150.0 38.00 135.0 pcf ° psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Structural Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 120.0 34.00 50.0 34.00 130.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 Yes variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure Roadway 0.0 0.0 563.6 344.4 -4.41 -1.16 -1.78 -4.43 3725.0 12.0 441.2 206.5 3.21 3.77 3.98 4.85 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 14753.8 2527.2 lbfft/ft lbfft/ft Safety factor =5.84 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 3157.49 907.91 lbf/ft lbf/ft Safety factor =3.48 >1.50 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Active pressure Roadway 0.0 264.5 272.3 -4.01 -1.98 -4.42 3225.0 64.3 111.3 3.19 4.11 5.44 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 11173.9 1727.1 lbfft/ft lbfft/ft Safety factor =6.47 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2470.67 536.74 lbf/ft lbf/ft Safety factor =4.60 >1.50 Joint for verification is SATISFACTORY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 No No variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 756.4 0.0 2.4 563.6 742.6 344.4 -4.41 -4.47 -1.16 -1.16 -1.78 -6.73 -4.43 3725.0 0.0 12.0 0.0 441.2 298.6 206.5 3.21 3.21 3.77 3.77 3.98 5.73 4.85 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 16466.2 10905.2 lbfft/ft lbfft/ft DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Safety factor =1.51 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 3277.65 2409.29 lbf/ft lbf/ft Safety factor =1.36 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. Active pressure Earthq.-act.pressure Roadway 0.0 662.9 264.5 600.5 272.3 -4.01 -4.03 -1.98 -6.09 -4.42 3225.0 0.0 64.3 231.9 111.3 3.19 3.18 4.11 5.77 5.44 1.000 1.000 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 12511.6 8051.5 lbfft/ft lbfft/ft Safety factor =1.55 >1.10 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 2639.15 1800.12 lbf/ft lbf/ft Safety factor =1.47 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 3805.6 4683.28 2409.29 0.203 1972.1 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 3805.6 4683.28 2409.29 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : Roadway W all 9 ft Fill W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 4 5 6 7 Block 60 Planter 41 Block 41 Planter 41 Block 41 Planter 41 Top block 24 straight garden 1 1 1 1 1 1 1 0.01 16.62 0.01 16.62 0.01 16.62 - Name :Wall Dimension Stage -analysis :1 -0 1 10.50 10.50 1ks;1.50ft 1ks;1.50ft 2 10.50 10.50 1ks;1.50ft 1ks;1.50ft 3 10.50 10.50 1ks;1.50ft 1ks;1.50ft 4 10.50 10.50 1ks;1.50ft 1ks;1.50ft 5 10.50 10.50 1ks;1.50ft 1ks;1.50ft 6 10.50 10.50 1ks;1.50ft 1ks;1.50ft 7 10.50 10.50 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 5.50 ft ft ft ft Material Soil creating foundation -Crushed Rock DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Soil parameters Unweathered Glacial Till Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 40.00 150.0 38.00 135.0 pcf ° psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Structural Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 120.0 34.00 50.0 34.00 130.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 Yes variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge W eight -earth wedge Active pressure Roadway 0.0 0.0 0.0 1213.8 486.6 -4.72 -1.19 -3.10 -2.49 -4.74 4887.5 10.2 175.3 1540.1 481.7 3.34 5.30 4.34 5.00 5.15 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 27310.7 5329.4 lbfft/ft lbfft/ft Safety factor =5.12 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5060.49 1700.39 lbf/ft lbf/ft Safety factor =2.98 >1.50 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure Roadway 0.0 0.0 910.2 423.3 -4.41 -2.10 -2.11 -4.35 4200.0 175.3 1112.6 391.0 3.23 4.14 4.63 4.88 1.000 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 21371.1 3763.0 lbfft/ft lbfft/ft Safety factor =5.68 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 4271.29 1333.52 lbf/ft lbf/ft Safety factor =3.20 >1.50 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Joint for verification is SATISFACTORY Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 No No variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 939.3 0.0 2.0 0.0 35.1 1213.8 1011.3 486.6 -4.72 -4.86 -1.19 -1.19 -3.10 -3.10 -2.49 -7.58 -4.74 4887.5 0.0 10.2 0.0 175.3 0.0 1540.1 589.9 481.7 3.34 3.29 5.30 5.30 4.34 4.34 5.00 5.42 5.15 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 30505.4 17679.3 lbfft/ft lbfft/ft Safety factor =1.73 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5350.26 3688.07 lbf/ft lbf/ft Safety factor =1.45 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 807.7 0.0 35.1 910.2 836.8 423.3 -4.41 -4.57 -2.10 -2.10 -2.11 -6.96 -4.35 4200.0 0.0 175.3 0.0 1112.6 448.7 391.0 3.23 3.18 4.14 4.14 4.63 5.29 4.88 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 23747.1 13355.9 lbfft/ft lbfft/ft Safety factor =1.78 >1.10 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 4597.30 3013.09 lbf/ft lbf/ft Safety factor =1.53 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 6 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 8306.7 7684.64 3688.07 0.197 2302.1 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 8306.7 7684.64 3688.07 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : Roadway W all 10.5 ft Fill W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 4 5 6 7 Block 60 Planter 41 Block 41 Planter 41 Block 41 Planter 41 Top block 24 straight garden 2 1 1 1 1 1 1 0.01 16.62 0.01 16.62 0.01 16.62 - Name :Wall Dimension Stage -analysis :1 -0 1 2 12.00 12.00 2ks;3.00ft 2ks;3.00ft 3 12.00 12.00 1ks;1.50ft 1ks;1.50ft 4 12.00 12.00 1ks;1.50ft 1ks;1.50ft 5 12.00 12.00 1ks;1.50ft 1ks;1.50ft 6 12.00 12.00 1ks;1.50ft 1ks;1.50ft 7 12.00 12.00 1ks;1.50ft 1ks;1.50ft 8 12.00 12.00 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 5.50 ft ft ft ft Material Soil creating foundation -Crushed Rock DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Soil parameters Unweathered Glacial Till Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 40.00 150.0 38.00 135.0 pcf ° psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Structural Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 120.0 34.00 50.0 34.00 130.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 Yes variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge W eight -earth wedge Active pressure Roadway 0.0 0.0 0.0 1639.6 566.9 -5.30 -1.19 -4.60 -3.10 -5.43 5862.5 10.2 175.3 1861.5 535.8 3.23 5.30 4.34 5.04 5.15 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 31916.8 8156.3 lbfft/ft lbfft/ft Safety factor =3.91 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5971.44 2206.47 lbf/ft lbf/ft Safety factor =2.71 >1.50 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure Roadway 0.0 0.0 1290.4 503.7 -4.93 -3.60 -2.76 -5.04 5175.0 175.3 1368.8 445.1 3.10 4.14 4.70 4.89 1.000 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 25364.9 6101.2 lbfft/ft lbfft/ft Safety factor =4.16 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5205.10 1794.05 lbf/ft lbf/ft Safety factor =2.90 >1.50 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Joint for verification is SATISFACTORY Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 2 13.00 - 0.00 ..13.00 13.00 ..¥ Structural Fill Unweathered Glacial Till Terrain profile Terrain behind the structure is flat. Water influence Ground water table is located below the structure. Input surface surcharges No.Surcharge new change Action Mag.1 [lbf/ft2] Mag.2 [lbf/ft2] Ord.x x [ft] Length l [ft] Depth z [ft] 1 No No variable 250.0 on terrain No.Name 1 Roadway Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 1133.6 0.0 2.0 0.0 35.1 1639.6 1300.0 566.9 -5.30 -5.45 -1.19 -1.19 -4.60 -4.60 -3.10 -8.55 -5.43 5862.5 0.0 10.2 0.0 175.3 0.0 1861.5 794.5 535.8 3.23 3.20 5.30 5.30 4.34 4.34 5.04 5.34 5.15 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 36160.8 25617.2 lbfft/ft lbfft/ft Safety factor =1.41 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 6346.44 4677.17 lbf/ft lbf/ft Safety factor =1.36 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure Roadway 0.0 1000.3 0.0 35.1 1290.4 1101.3 503.7 -4.93 -5.11 -3.60 -3.60 -2.76 -7.92 -5.04 5175.0 0.0 175.3 0.0 1368.8 637.0 445.1 3.10 3.06 4.14 4.14 4.70 5.18 4.89 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 28667.7 20058.4 lbfft/ft lbfft/ft Safety factor =1.43 >1.10 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5667.94 3930.70 lbf/ft lbf/ft Safety factor =1.44 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker Roadway W all 6 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 14865.8 9239.80 4677.17 0.293 4048.6 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 14865.8 9239.80 4677.17 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker W all at Toe of Slope 1 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Analysis of Redi Rock wall Input data Project Task Description Customer Author Date Project ID Project number : : : : : : : W all at Toe of Slope 9.5ft W all BlueFern C.Decker 2/19/2020 Canopy T-7886 Geometry No. group Description Count Setback s [in] 1 2 3 Block 60 Block 60 Top block 41 1 5 1 9.38 1.62 - Name :Wall Dimension Stage -analysis :1 -0 1 10.50 10.50 1ks;1.50ft 1ks;1.50ft 2 3 4 5 6 10.50 10.50 5ks;7.50ft 5ks;7.50ft 7 10.50 10.50 1ks;1.50ft 1ks;1.50ft Base Geometry Upper setback Lower setback Height W idth a1 a2 h b = = = = 0.20 0.20 1.00 5.50 ft ft ft ft Material Soil creating foundation -Crushed Rock Soil parameters Unweathered Glacial Till Unit weight : Stress-state : Angle of internal friction : g effective jef = = 125.0 40.00 pcf ° DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker W all at Toe of Slope 2 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : cef d gsat = = = 150.0 38.00 135.0 psf ° pcf Crushed Rock Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Angle of friction struc.-soil : Saturated unit weight : g effective jef cef d gsat = = = = = 125.0 36.00 0.0 34.00 135.0 pcf ° psf ° pcf Backfill Backfill is not considered. Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 -0.00 ..¥Unweathered Glacial Till Terrain profile Terrain behind construction has the slope 1:2.00 (slope angle is 26.57 °). Resistance on front face of the structure Resistance on front face of the structure is not considered. Verification No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge W eight -earth wedge Active pressure 0.0 0.0 0.0 1253.8 -5.37 -1.23 -11.54 -2.91 7012.1 12.8 831.4 1100.5 3.48 5.33 4.70 5.58 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 34518.6 3652.4 lbfft/ft lbfft/ft Safety factor =9.45 >1.50 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 8340.73 1253.81 lbf/ft lbf/ft Safety factor =6.65 >1.50 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker W all at Toe of Slope 3 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 1) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall W eight -earth wedge Active pressure 0.0 0.0 789.4 -4.89 -10.54 -3.15 6324.6 831.4 501.2 3.36 4.50 5.52 1.000 1.000 1.000 Verification of most stressed block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 27758.0 2486.6 lbfft/ft lbfft/ft Safety factor =11.16 >1.50 Joint for overturning stability is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 5563.30 789.37 lbf/ft lbf/ft Safety factor =7.05 >1.50 Joint for verification is SATISFACTORY Input data (Stage of construction 2) Geological profile and assigned soils No.Thickness of layer t [ft] Depth z [ft]Assigned soil Pattern 1 -0.00 ..¥Unweathered Glacial Till Terrain profile Terrain behind construction has the slope 1:2.00 (slope angle is 26.57 °). Water influence Ground water table is located below the structure. Resistance on front face of the structure Resistance on front face of the structure is not considered. Earthquake Factor of horizontal acceleration Factor of vertical acceleration Kh Kv = = 0.2000 0.0000 W ater below the GW T is restricted. DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker W all at Toe of Slope 4 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Verification No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure 0.0 1347.5 0.0 2.6 0.0 166.3 1253.8 4608.8 -5.37 -5.35 -1.23 -1.23 -11.54 -11.54 -2.91 -9.51 7012.1 0.0 12.8 0.0 831.4 0.0 1100.5 5126.7 3.48 3.38 5.33 5.33 4.70 4.70 5.58 6.02 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Verification of complete wall Check for overturning stability Resisting moment Overturning moment Mres Movr = = 65381.0 56587.5 lbfft/ft lbfft/ft Safety factor =1.16 >1.10 Wall for overturning is SATISFACTORY Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 12004.87 7378.93 lbf/ft lbf/ft Safety factor =1.63 >1.10 Wall for slip is SATISFACTORY Overall check -WALL is SATISFACTORY Dimensioning No.1 (Stage of construction 2) Forces acting on construction Name Fhor [lbf/ft] App.Pt. z [ft] Fvert [lbf/ft] App.Pt. x [ft] Design coefficient W eight -wall Earthq.-constr. W eight -earth wedge Earthquake -soil wedge Active pressure Earthq.-act.pressure 0.0 1206.0 0.0 166.3 789.4 3981.1 -4.89 -4.91 -10.54 -10.54 -3.15 -8.85 6324.6 0.0 831.4 0.0 501.2 4495.4 3.36 3.25 4.50 4.50 5.52 5.84 1.000 1.000 1.000 1.000 1.000 1.000 Verification of block No.1 Check for overturning stability Resisting moment Overturning moment Mres Movr = = 53996.4 45382.8 lbfft/ft lbfft/ft Safety factor =1.19 >1.10 Joint for overturning stability is SATISFACTORY DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08 C.Decker W all at Toe of Slope 5 [GEO5 - Redi-Rock Wall |version 5.2020.23.0 |hardware key 9951 / 1 |Carolyn S. Decker |Copyright © 2020 Fine spol. s r.o. All Rights Reserved |www.finesoftware.eu] [Redi-Rock International |(231) 237 - 9500 ext 3010|engineering@redi-rock.com|www.redi-rock.com] Check for slip Resisting horizontal force Active horizontal force Hres Hact = = 8829.39 6142.72 lbf/ft lbf/ft Safety factor =1.44 >1.10 Joint for verification is SATISFACTORY Bearing capacity of foundation soil (Stage of construction 2) Design load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] Eccentricity [–] Stress [psf] 1 29936.4 14083.61 7378.93 0.386 11278.0 Service load acting at the center of footing bottom No.Moment [lbfft/ft] Norm.force [lbf/ft] Shear Force [lbf/ft] 1 29936.4 14083.61 7378.93 DocuSign Envelope ID: C2073BA0-CA13-4596-8BE6-FB745ABA8D08