CONSTRUCTION PLANS - Manitou Springs, Colorado … · fine: aggregate astm c33/aashto m6. soil nail bars: astm a615/aashto m31, grade 75. continuous without splices or welds. couplers

CITY OF MANITOU SPRINGS

CITY OF MANITOU SPRINGSEL PASO COUNTY, COLORADO

WASHINGTON AVENUE BYPASSSLOPE IMPROVEMENTS

SHEET INDEX

SHEETNO. SHEET TITLE

S.000 COVER SHEET

S.001 GENERAL AND SOIL NAIL NOTES

S.002 SOIL NAIL TESTING AND SHOTCRETE NOTES

S.003 SHOTCRETE NOTES

S.004 REINFORCING AND ROCK SCALING NOTES

S.005 SLOPE STABILITY DETAILS

S.100 SLOPE STABILITY PLAN

S.200 SLOPE STABILITY PLAN AND PROFILE

S.201 SOIL NAIL ELEVATION

S.300 CROSS SECTIONS

C.001 DRAINAGE DETAILS

C.100 EXISTING UTILITIES PLAN

C.200 MAINTENANCE OF TRAFFIC PLAN

C.300 STAGING PLAN

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CITY OF MANITOU SPRINGSWASHINGTON AVENUE BYPASS

SLOPE IMPROVEMENTSSOIL NAIL WALL DESIGN

REV DESCRIPTIONDSN CHK

DATEDWN APP

A BID SETJTM HML

8/23/2016JJS ADT

0 ISSUED FOR CONSTRUCTIONJTM HML

9/27/2016JJS ADT

4815 List Drive, Unit 115Colorado Springs, CO 80919

Phone: 719-632-3593www.kleinfelder.com

ADT

ISSUED FOR CONSTRUCTION 9/27/2016

SHEET of

DESIGNED BY

ISSUE DATE

CURRENT REVISION

DRAWN BY

CHECKED BY

PROJECT NO.

REVISIONS

1"0

SCALE VERIFICATION

THIS BAR IS 1 INCH IN LENGTHON ORIGINAL DRAWING

IF IT'S NOT 1 INCH ON THISSHEET ADJUST YOUR

SCALES ACCORDINGLY

APPROVED BY

ORIGINAL DRAWING SIZE IS 22 x 34

WASHINGTON AVENUE BYPASSSLOPE STABILITY IMPROVEMENTS

MANITOU SPRINGS, COLORADO 80829

S.000

1

COVER SHEET

N

CONSTRUCTION PLANS

MAYOR

NICOLE NICOLETTA

CITY COUNCIL

GARY L. SMITHJAY ROHRERCOREEN TOLL

BECKY ELDERRANDY R. HODGESROBERT TODD

PROJECT SITE

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DATEDWN APP

BID SETJTM HML

8/23/2016JJS ADT

ISSUED FOR CONSTRUCTIONJTM HML

9/27/2016JJS ADT



ADT


SHEET of

DESIGNED BY

ISSUE DATE

CURRENT REVISION

DRAWN BY

CHECKED BY

PROJECT NO.

REVISIONS

1"0

SCALE VERIFICATION



SCALES ACCORDINGLY

APPROVED BY




S.001

2

GENERAL AND SOIL NAIL NOTES

GENERAL NOTES

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT COLORADO DEPARTMENTOF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTIONAND CONTRACT DOCUMENTS AND LOCAL MUNICIPALITY REQUIREMENTS.

THE INFORMATION SHOWN ON THESE PLANS CONCERNING THE TYPE AND LOCATION OFUNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. THECONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE ANDLOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO.THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT1-800-922-1987 AT LEAST 2 BUSINESS DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIORTO ANY EXCAVATION OR OTHER EARTHWORK.

STATIONS, ELEVATIONS, AND DIMENSIONS CONTAINED IN THESE PLANS ARE CALCULATEDFROM A RECENT FIELD SURVEY. THE CONTRACTOR SHALL VERIFY ALL DEPENDENTDIMENSIONS IN THE FIELD BEFORE ORDERING OR FABRICATING ANY MATERIAL.

ALL PLAN DIMENSIONS ARE TRUE HORIZONTAL. VERTICAL DIMENSIONS ARE PLUMB U.N.O.

STRUCTURE EXCAVATION AND BACKFILL SHALL BE AS SHOWN ON THE PLANS, EXCEPTTEMPORARY SHORING MAY BE REQUIRED FOR EXCAVATION ADJACENT TO THE EXISTINGROADWAY. TEMPORARY SHORING WILL BE DESIGNED BY THE CONTRACTOR'S ENGINEER. ALLEXCAVATIONS SHOULD BE PLANNED AND EXECUTED IN ACCORDANCE WITH CURRENT OSHAREQUIREMENTS AND APPLICABLE LOCAL GOVERNING AGENCY STANDARDS AND PROCEDURES.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURINGCONSTRUCTION.

SOIL NAIL

GENERAL

THE WORK SHALL CONSIST OF CONSTRUCTING A PERMANENT SOIL NAIL AND SHOTCRETESYSTEM, AS SPECIFIED HEREIN AND SHOWN ON THE PLANS. DRILLING SOIL NAIL HOLES TO THESPECIFIED MINIMUM LENGTH AND ORIENTATION INDICATED ON THE PLANS; PROVIDING, PLACING,AND GROUTING THE NAILS IN THE DRILLED HOLES; PERFORMING ALL SOIL NAIL PULLOUTTESTING; AND INSTALLATIONS OF SHOTCRETE FACE. THE TERM "SOIL NAIL" AS USED IN THESESPECIFICATIONS IS INTENDED AS A GENERIC TERM AND REFERS TO A REINFORCING BARGROUTED INTO A DRILLED HOLE INSTALLED IN ANY TYPE OF GROUND.

ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE FHWA MANUAL; FHWA-0-IF-03-017,GEOTECHNICAL ENGINEERING CIRCULAR NO. 7, "SOIL NAIL WALLS", DATED MARCH 2003, THELOCAL CITY, STATE, AND COUNTY BUILDING CODES; AND THE PROJECT PLANS ANDSPECIFICATIONS.

A PRE-CONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE START OF THE WORK AND SHALLBE ATTENDED BY THE OWNER'S REPRESENTATIVE, THE GEOTECHNICAL ENGINEER/DESIGNENGINEER AND THE SOIL NAIL AND ANCHOR SPECIALTY CONTRACTOR. THE PRE-CONSTRUCTIONMEETING SHALL BE CONDUCTED TO CLARIFY THE CONSTRUCTION REQUIREMENTS FOR THEWORK, AND TO COORDINATE THE CONSTRUCTION ACTIVITIES.

THE OWNER'S REPRESENTATIVE/SOIL NAIL INSPECTOR THAT IS PROVIDING THE SPECIALINSPECTION SHALL BE A QUALIFIED GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE WITHEXPERIENCE OBSERVING SOIL NAIL EARTH RETENTION SYSTEM CONSTRUCTION. FULL-TIMECONSTRUCTION OBSERVATION SHALL BE PERFORMED BY THIS INSPECTOR FOR SOIL NAILINSTALLATION AND TESTING.

CONTRACTOR EXPERIENCE REQUIREMENTS

THE CONTRACTOR SHALL SUBMIT A REFERENCE LIST INDICATING THE SUCCESSFUL COMPLETIONOF AT LEAST FIVE (5) SOIL NAIL RETAINING WALL PROJECTS COMPLETED DURING THE LAST 3YEARS. A BRIEF DESCRIPTION OF EACH PROJECT WITH THE OWNER'S NAME AND CURRENTPHONE NUMBER SHALL BE INCLUDED.

CONDITION SITE SURVEY

THE CONTRACTOR AND GEOTECHNICAL ENGINEER AND OWNER'S REPRESENTATIVE SHALLJOINTLY VISIT THE SITE PRIOR TO ANY CONSTRUCTION ACTIVITIES FOR THE PURPOSE OFOBSERVING AND DOCUMENTING THE PRE-CONSTRUCTION CONDITION OF ALL STRUCTURES,INFRASTRUCTURE, ROADWAYS, AND ALL OTHER FACILITIES ADJACENT TO THE SITE. DURINGCONSTRUCTION, THE CONTRACTOR SHALL OBSERVE THE CONDITIONS ABOVE THE SOIL NAILEARTH RETENTION SYSTEM ON A DAILY BASIS FOR SIGNS OF GROUND OR STRUCTUREMOVEMENTS. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S REPRESENTATIVEAND GEOTECHNICAL ENGINEER IF SIGNS OF MOVEMENTS, SUCH AS NEW CRACKS, INCREASEDSIZE AND DISPLACEMENT OF OLD CRACKS, OR SEPARATION OF JOINTS IN STRUCTURES,FOUNDATIONS, STREETS, OR PAVED AND UNPAVED SURFACES ARE OBSERVED. THECONTRACTOR SHALL PROVIDE THE OWNER WRITTEN DOCUMENTATION OF THE OBSERVEDCONDITIONS WITHIN 24 HOURS.

SUBMITTALS

THE FOLLOWING SUBMITTALS SHALL BE PROVIDED BY THE CONTRACTOR FOR THE ENGINEER'SREVIEW AND APPROVAL. THE CONTRACTOR WILL NOT BE ALLOWED TO BEGIN SOIL NAILCONSTRUCTION UNTIL ALL SUBMITTAL REQUIREMENTS ARE SATISFIED AND FOUND ACCEPTABLETO THE GEOTECHNICAL ENGINEER. CHANGES OR DEVIATIONS FROM THE APPROVEDSUBMITTALS MUST BE RE-SUBMITTED FOR APPROVAL. NO ADJUSTMENTS IN CONTRACT TIMEWILL BE ALLOWED BECAUSE OF INCOMPLETE SUBMITTALS. AT LEAST 5 WORKING DAYS PRIOR TOINITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT THE FOLLOWING TO THE OWNER:

A DETAILED CONSTRUCTION SEQUENCE AND PLANNED START OF WORK DATE.

NAIL GROUT MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT; SOURCE,GRADATION, AND QUALITY OF ALL AGGREGATES; PROPORTIONS OF MIX BY WEIGHT ANDWATER-CEMENT RATIO; MANUFACTURER AND BRAND NAME OF ALL ADMIXTURES; ANDCOMPRESSIVE STRENGTH TEST RESULTS (PER ASTM C109 / AASHTO T106) VERIFYING THESPECIFIED MINIMUM 3 AND 28 DAY GROUT STRENGTHS.

NAIL GROUT PLACEMENT PROCEDURES AND EQUIPMENT INCLUDING PLANNED PROCEDURESAND EQUIPMENT TO ACHIEVE THE SPECIFIED PULLOUT RESISTANCES INCLUDING ANY VARIATIONOF THESE ALONG THE ALIGNMENT.

SOIL NAIL TESTING METHODS AND EQUIPMENT INCLUDING: DETAILS OF THE JACKING FRAME ANDAPPURTENANT BRACING; DETAILS SHOWING METHODS OF DISTRIBUTING TEST LOADS OVER ANAREA TO PROVIDE ALLOWABLE BEARING PRESSURE LESS THAN 2,000 PSF. DETAILS SHOWINGMETHODS OF GROUTING THE UNBONDED LENGTH OF TEST NAILS AFTER COMPLETION OFTESTING; AND EQUIPMENT LIST.

IDENTIFICATION NUMBERS AND CERTIFIED CALIBRATION RECORDS FOR EACH TEST JACK ANDPRESSURE GAUGE PAIR TO BE USED. CALIBRATION RECORDS SHALL INCLUDE THE DATE TESTED,DEVICE IDENTIFICATION NUMBER, AND THE CALIBRATION TEST RESULTS AND SHALL BECERTIFIED FOR AN ACCURACY OF AT LEAST 2 PERCENT OF THE APPLIED CERTIFICATION LOADSBY A QUALIFIED INDEPENDENT TESTING LABORATORY WITHIN 90 DAYS PRIOR TO SUBMITTAL.

CERTIFIED MILL TEST RESULTS FOR ALL SOIL NAIL BARS SPECIFYING THE ULTIMATE STRENGTH,YIELD STRENGTH, ELONGATION AND COMPOSITION.

MANUFACTURER'S CERTIFICATIONS FOR THE SOIL NAIL CENTRALIZERS.

SUBMIT BEARING PLATE PLANS AND DETAILS ALONG WITH STEEL CERTIFICATION. SUBMIT SOILNAIL PLAN AND ELEVATIONS VERIFY LOCATION OF ALL NAILS AND VERIFY NO CONFLICTS EXIST.

MATERIALS

GENERAL MATERIALS FOR CONSTRUCTION OF THE SOIL NAIL EARTH RETENTION SYSTEM SHALLBE FURNISHED NEW AND WITHOUT DEFECTS. DEFECTIVE MATERIALS REJECTED BY THEOWNER'S REPRESENTATIVE SHALL BE REMOVED BY THE CONTRACTOR AT NO ADDITIONAL COSTTO THE OWNER. MATERIALS SHALL CONSIST OF THE FOLLOWING:

CENTRALIZERS: SCHEDULE 40 PVC OR OTHER MATERIAL NOT DETRIMENTAL TO THE SOIL NAILSTEEL, (WOOD SHALL NOT BE USED); SECURELY ATTACHED TO THE NAIL BAR A MAXIMUM OF 10FEET ON-CENTER AND WITHIN 2 FEET OF THE TOP AND BOTTOM OF DRILLHOLE; SIZED TO ALLOWGROUT AND TREMIE PIPE INSERTION TO THE BOTTOM OF THE DRILLHOLE; AND SIZED TO ALLOWGROUT TO FLOW FREELY UP THE DRILLHOLE.

NAIL GROUT: THE GROUT SHALL BE A NEAT OR SAND/CEMENT MIXTURE WITH A MINIMUM 3-DAYCOMPRESSIVE STRENGTH OF 1500 PSI AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000PSI PER ASTM C109/AASHTO T106.

ADMIXTURES: ASTM C494/AASHTO M194; ADMIXTURES THAT CONTROL BLEED, IMPROVEFLOWABILITY, REDUCE WATER CONTENT AND RETARD SET MAY BE USED IN THE NAIL GROUT IFAPPROVED BY THE GEOTECHNICAL ENGINEER; ACCELERATORS SHALL NOT BE USED;ADMIXTURES SHALL BE COMPATIBLE WITH THE NAIL GROUT AND MIXED IN ACCORDANCE WITHTHE MANUFACTURER'S RECOMMENDATIONS

CEMENT: CDOT SULFATE EXPOSURE CLASS 2 PROTECTION AGAINST SULFATE ATTACK.

FINE: AGGREGATE ASTM C33/AASHTO M6.

SOIL NAIL BARS: ASTM A615/AASHTO M31, GRADE 75. CONTINUOUS WITHOUT SPLICES OR WELDS.COUPLERS SHALL BE FULL STRENGTH, EPOXY COATED IF USED.

BEARING PLATES: ASTM A709/AASHTO M270, GRADE 36

NUTS & BEVELED WASHERS: AASHTO M291, GRADE B, HEXAGONAL FITTED WITH BEVELEDWASHER TO PROVIDE UNIFORM BEARING.

SHOTCRETE-SECTION 641WELDED WIRE FABRIC-SECTION 602GEOCOMPOSITE DRAIN-SECTION 605

MATERIALS HANDLING AND STORAGE

CEMENT SHALL BE ADEQUATELY STORED TO PREVENT MOISTURE DEGRADATION AND PARTIALHYDRATION. CEMENT THAT HAS BECOME CAKED OR LUMPY SHALL NOT BE USED.

ALL SOIL NAIL BARS SHALL BE CAREFULLY HANDLED AND SHALL BE STORED ON SUPPORTS TOKEEP THE SOIL NAIL BARS FROM CONTACT WITH THE GROUND. SOIL NAIL BARS SHALL BE PICKEDUP IN SUCH A WAY AS TO PREVENT OVERSTRESSING. DAMAGE TO THE NAIL STEEL AS A RESULTOF OVERSTRESSING, ABRASION, CUTS, NICKS, WELDS, AND WELD SPATTER SHALL BE CAUSEFOR REJECTION BY THE OWNER'S REPRESENTATIVE. GROUNDING OF WELDING LEADS TO THESOIL NAIL BARS SHALL NOT BE ALLOWED. SOIL NAIL BARS SHALL BE PROTECTED FROM ANDSUFFICIENTLY FREE OF DIRT, RUST, AND OTHER DELETERIOUS SUBSTANCES PRIOR TOINSTALLATION. HEAVY CORROSION, OR PITTING SHALL BE CAUSE FOR REJECTION BY THEOWNER'S REPRESENTATIVE.

EXECUTION

THE CONSTRUCTION SEQUENCE SHALL BE IN ACCORDANCE WITH APPROVED SUBMITTAL,UNLESS A VARIANCE IS APPROVED BY THE GEOTECHNICAL DESIGN ENGINEER.

ACCURATE RECORDS DOCUMENTING THE SOIL NAIL SYSTEM CONSTRUCTION SHALL BEMAINTAINED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR SHALL ASSIST TO OBTAINTHE AS-BUILT SOIL NAIL LOCATIONS, AND ALL OTHER INFORMATION AS REQUIRED BY THEOWNER.

ADJUSTMENTS TO SOIL NAIL LOCATIONS SHALL NOT INCREASE THE SOIL NAIL HORIZONTAL ORVERTICAL SPACING BEYOND THAT INDICATED ON THE PLANS. HORIZONTAL SPLAY OF SOIL NAILSSHALL NOT EXCEED FIVE DEGREES.

SOIL NAIL INSTALLATION

HOLES DRILLED FOR SOIL NAILS SHALL BE NOT LESS THAN 6-INCHES IN DIAMETER.

SOIL NAILS SHALL BE LOCATED AS INDICATED ON THE PLANS AND INSTALLED TO THE LENGTHSAND ANGLE INDICATED ON THE PLANS. TOLERANCES FOR NAIL LOCATION, CENTERING, LENGTH,AND INCLINATION IN ALL SECTIONS INDICATED ON THE PLANS ARE AS FOLLOWS:

NAIL LOCATION ON WALL SURFACE± 6 INCHESNAIL LENGTH ± 0 FEETNAIL ANGLE ± 1.5 DEGREESNAIL CENTERING IN DRILLHOLE ± 1 INCH OF DRILLHOLE CENTERNAIL SPLAY ANGLE ± 1.5 DEGREES

LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TO ONLY ONE SOIL NAIL AND NOTCUMULATIVE OVER LARGE WALL AREAS. ADDITIONAL TOLERANCES FOR OBSTRUCTIONS MUST BEAPPROVED BY THE ENGINEER.

THE SOIL NAILS SHALL NOT EXTEND BEYOND THE RIGHT-OF-WAY OR EASEMENT LIMITS SHOWNON THE PLANS, UNLESS APPROVED OTHERWISE.

SOIL NAILS THAT ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BERELOCATED WITH APPROVAL OF THE ENGINEER. SOIL NAILS THAT DO NOT SATISFY THESPECIFIED TOLERANCES DUE TO THE CONTRACTOR'S INSTALLATION METHODS SHALL BEREPLACED TO THE ENGINEER'S SATISFACTION AT NO ADDITIONAL COST TO THE OWNER.

THE ENGINEER MAY ADD, ELIMINATE, OR RELOCATE NAILS TO ACCOMMODATE ACTUAL FIELDCONDITIONS. MODIFICATIONS TO THE DESIGN RESULTING FROM ACTIONS OF THE CONTRACTORSHALL BE APPROVED BY THE ENGINEER.

SOIL NAIL LENGTHS PROVIDED IN THE PLANS ARE MEASURED ASSUMING 1 FOOT REVEAL FROMFACE OF SOIL/ROCK.

MINIMUM SPACING BETWEEN TWO NAILS IS 2'-6".

SOIL NAIL DRILLING

THE CONTRACTOR SHALL SELECT DRILLING EQUIPMENT AND METHODS SUITABLE FOR THEGROUND CONDITIONS DEPICTED IN THE BORINGS. WATER, DRILLING MUDS, OR OTHER FLUIDSUSED TO ASSIST IN CUTTING REMOVAL SHALL NOT BE ALLOWED. UNCASED DRILLHOLES SHALLBE OBSERVED FOR CLEANLINESS PRIOR TO INSERTION OF THE SOIL NAIL TENDON. IN CAVINGGROUND, THE CONTRACTOR SHALL USE CASED DRILLING METHODS TO SUPPORT THE SIDES OFTHE DRILLHOLES.

THE CONTRACTOR SHALL IMMEDIATELY SUSPEND DRILLING OPERATIONS IF GROUNDSUBSIDENCE IS OBSERVED, IF THE EXISTING ROADWAY OR STRUCTURE ARE ADVERSELYAFFECTED, OR IF ADJACENT STRUCTURES ARE DAMAGED AS A RESULT OF THE DRILLINGOPERATION. THE ADVERSE CONDITIONS SHALL BE STABILIZED IMMEDIATELY AND THEGEOTECHNICAL DESIGN ENGINEER SHALL BE NOTIFIED OF SUCH CONDITIONS WITHIN 24 HOURS.

EXISTING SUBSURFACE DRAINAGE FEATURES OR UNDERGROUND UTILITIES ENCOUNTEREDDURING DRILLING THAT ARE NOT SHOWN ON THE PLANS SHALL BE BROUGHT TO THE IMMEDIATEATTENTION OF THE OWNER'S REPRESENTATIVE. WORK IN THESE AREAS SHALL BE SUSPENDEDUNTIL REMEDIAL MEASURES MEETING THE APPROVAL OF THE GEOTECHNICAL DESIGN ENGINEERCAN BE IMPLEMENTED.

SOIL NAIL BAR INSTALLATION

SOIL NAIL BARS SHALL BE INSERTED INTO THE DRILLHOLE TO THE REQUIRED LENGTH WITHOUTDIFFICULTY AND IN SUCH A MANNER AS TO PREVENT DAMAGE TO THE DRILLHOLE. SOIL NAILBARS THAT CANNOT BE FULLY INSERTED TO THE DESIGN DEPTH BY HAND SHALL BE REMOVEDFROM THE DRILLHOLE AND THE DRILLHOLE SHALL BE CLEANED SUFFICIENTLY TO ALLOWUNOBSTRUCTED INSTALLATION OF THE SOIL NAIL BAR.

NAIL GROUTING

GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED GROUT FREE OF LUMPY ANDUNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GROUT PUMP SHALL BE USED. THE PUMPSHALL BE EQUIPPED WITH A PRESSURE GAUGE THAT CAN MEASURE AT LEAST TWICE, BUT NOMORE THAN THREE TIMES THE INTENDED GROUT PRESSURES. THE GROUTING EQUIPMENTSHALL BE SIZED TO ENABLE THE ENTIRE SOIL NAIL TO BE GROUTED IN ONE CONTINUOUSOPERATION. THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUT DURINGUSAGE.

THE DRILLHOLE SHALL BE GROUTED AFTER INSTALLATION OF THE SOIL NAIL BAR. NO PORTIONOF THE DRILLHOLE SHALL BE LEFT OPEN FOR MORE THE 3 HOURS PRIOR TO GROUTING UNLESSAPPROVED OTHERWISE BY THE ENGINEER.

THE FIRST GROUTING SHALL BE INJECTED FROM THE LOWEST POINT OF EACH DRILLHOLETHROUGH A GROUT TREMIE PIPE. COLD JOINTS IN THE NAIL GROUT PLACEMENT ARE ALLOWEDFOR CONSTRUCTION OF TEST NAILS. THE CONDUIT DELIVERING THE NAIL GROUT SHALL BE KEPTBELOW THE SURFACE OF THE GROUT AS THE CONDUIT IS WITHDRAWN AND THE DRILLHOLE ISFILLED IN A MANNER THAT PREVENTS THE CREATION OF VOIDS. THE QUANTITY OF NAIL GROUTAND THE GROUTING PRESSURES SHALL BE RECORDED FOR EACH SOIL NAIL. GROUTPRESSURES SHALL BE CONTROLLED TO PREVENT EXCESSIVE GROUND HEAVE OR FRACTURING.

DURING CASING REMOVAL FOR DRILLHOLES ADVANCED BY CASING, THE GROUT SURFACEWITHIN THE CASING SHALL BE CONTINUALLY MONITORED FOR MAINTENANCE OF "HEAD"SUFFICIENT TO OFFSET THE EXTERNAL GROUNDWATER/SOIL PRESSURE.

NAIL GROUT TESTING SHALL BE PERFORMED BY THE CONTRACTOR AT A FREQUENCY OF NOLESS THAN ONE TEST FOR EVERY 50 CUBIC YARDS OF NAIL GROUT PLACED OR ONCE PERPERIOD OF CONTINUOUS GROUTING, WHICHEVER IS MORE FREQUENT.

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DATEDWN APP

BID SETJTM HML

8/23/2016JJS ADT


9/27/2016JJS ADT



ADT


SHEET of

DESIGNED BY

ISSUE DATE

CURRENT REVISION

DRAWN BY

CHECKED BY

PROJECT NO.

REVISIONS

1"0

SCALE VERIFICATION



SCALES ACCORDINGLY

APPROVED BY




S.002

3

SOIL NAIL TESTING AND SHOTCRETE NOTES

GENERAL SOIL NAIL TESTING

PRIOR TO INSTALLATION OF SOIL NAILS, SACRIFICIAL NAIL VERIFICATION TESTS SHALL BEPERFORMED AT LOCATIONS SELECTED BY THE CONTRACTOR AND APPROVED BY THE OWNER'SREPRESENTATIVE. SACRIFICIAL AND VERIFICATION TESTS SHALL BE COMPLETED IN WEATHEREDSHALE MATERIAL. PROOF TESTS SHALL BE PERFORMED AT LOCATIONS SELECTED BY THEOWNER'S REPRESENTATIVE. ALL RECORDED TEST DATA SHALL BE RECORDED BY THE OWNER'SREPRESENTATIVE, UNLESS THE GEOTECHNICAL ENGINEER APPROVES OTHERWISE. PULLOUTTESTING OF SOIL NAILS SHALL NOT BE PERFORMED UNTIL THE NAIL GROUT HAS ATTAINED ATLEAST 50 PERCENT OF THEIR SPECIFIED 28-DAY COMPRESSIVE STRENGTHS.

WHERE TEMPORARY CASING OF THE UNBONDED LENGTH OF TEST SOIL NAILS IS PROVIDED, THECASING SHALL BE INSTALLED TO PREVENT ANY REACTION BETWEEN THE CASING AND THEGROUTED BOND LENGTH OF THE SOIL NAIL AND/OR THE STRESSING APPARATUS.

SOIL NAIL TESTING EQUIPMENT

TESTING EQUIPMENT SHALL INCLUDE TWO DIAL GAUGES, A DIAL GAUGE SUPPORT, JACK ANDPRESSURE GAUGE, A PUMP, AND A REACTION FRAME.

A MINIMUM OF TWO (2) DIAL GAUGES CAPABLE OF MEASURING TO 0.001 INCH SHALL BEAVAILABLE AT THE SITE TO MEASURE THE NAIL MOVEMENT. THE DIAL GAUGES SHALL HAVE AMINIMUM TRAVEL SUFFICIENT TO ALLOW THE TEST TO BE PERFORMED WITHOUT RE-SETTINGTHE DIAL GAUGE. THE DIAL GAUGES SHALL BE ALIGNED WITHIN 5 DEGREES OF THE AXIS OF THENAIL AND SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SET-UP AND THE WALL. AHYDRAULIC JACK, PRESSURE GAUGE, AND PUMP SHALL BE USED TO APPLY AND MEASURE THETEST LOAD. THE CONTRACTOR SHALL PROVIDE RECENT CALIBRATION CURVES IN ACCORDANCEWITH THE SUBMITTALS SECTION.

THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTINGLABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTSOR LESS AND SHALL HAVE A RANGE NOT EXCEEDING TWICE THE ANTICIPATED PRESSUREDURING TESTING UNLESS APPROVED OTHERWISE BY THE GEOTECHNICAL ENGINEER. THE RAMTRAVEL OF THE JACK SHALL BE SUFFICIENT TO ENABLE THE TEST TO BE PERFORMED WITHOUTRE-SETTING THE JACK. THE JACK SHALL BE CAPABLE OF APPLYING EACH TEST LOAD INCREMENTIN LESS THAN 1 MINUTE.

THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THE SOIL NAIL SO THATTHE SOIL NAIL DOES NOT CARRY THE WEIGHT OF THE JACK. THE STRESSING EQUIPMENT SHALLBE PLACED OVER THE SOIL NAIL IN SUCH A MANNER THAT THE JACK, BEARING PLATES, ANDSTRESSING ANCHORAGE ARE IN ALIGNMENT. THE JACK SHALL BE POSITIONED AT THEBEGINNING OF THE TEST SUCH THAT UNLOADING AND REPOSITIONING OF THE JACK DURING THETEST WILL NOT BE REQUIRED.

THE REACTION FRAME SHALL BE SUFFICIENTLY RIGID AND OF ADEQUATE DIMENSION SUCH THATEXCESSIVE DEFORMATION OF THE TEST APPARATUS REQUIRING REPOSITIONING OF ANYCOMPONENTS DOES NOT OCCUR DURING TESTING. WHERE THE REACTION FRAME BEARSDIRECTLY ON THE PANELS, THE REACTION FRAME SHALL BE DESIGNED TO PREVENT FRACTUREOF THE PANELS. IF PRECAST PANELS WILL BE USED AS REACTION TO TEST FRAME, WOODCRIBBING SHOULD BE USED TO ADEQUATELY DISTRIBUTE LOAD ONTO PANELS AND PREVENTCRACKING OF PANELS.

SACRIFICIAL TEST NAIL VERIFICATION TESTING

BEFORE PRODUCTION SOIL NAILING COMMENCES, A MINIMUM OF TWO SACRIFICIAL TEST NAILSAS NOTED SHALL BE INSTALLED WITH THE SAME EQUIPMENT, METHODS, AND HOLE DIAMETERTHAT WILL BE USED FOR PRODUCTION SOIL NAIL INSTALLATION IN THAT WALL SECTION.CHANGES IN THE DRILLING AND/OR INSTALLATION METHOD WILL REQUIRE ADDITIONALVERIFICATION TESTING AS DETERMINED BY THE GEOTECHNICAL ENGINEER AND SHALL BEPROVIDED AT NO ADDITIONAL COST TO THE OWNER.

VERIFICATION TESTING SHALL BE PERFORMED ON EACH SACRIFICIAL TEST NAIL TO VERIFY THECONTRACTOR'S INSTALLATION METHODS, SOIL NAIL PULLOUT CAPACITIES, AND DESIGNASSUMPTIONS. THE SACRIFICIAL TEST NAILS USED FOR THE VERIFICATION TESTS SHALL NOT BEINCORPORATED AS PRODUCTION NAILS.

THE UNBONDED LENGTH OF THE SACRIFICIAL TEST NAIL SHALL BE A MINIMUM OF 3 FEET UNLESSAPPROVED OTHERWISE BY THE GEOTECHNICAL ENGINEER. THE BONDED LENGTH OF THESACRIFICIAL TEST NAIL SHALL BE DETERMINED BY THE ENGINEER BASED ON THE BAR GRADEAND SIZE SUCH THAT THE ALLOWABLE BAR LOAD IS NOT EXCEEDED, BUT SHALL NOT BE LESSTHAN 10 FEET. THE ALLOWABLE BAR LOAD DURING TESTING SHALL NOT EXCEED 90 PERCENT OFTHE YIELD STRENGTH FOR GRADE 75 SOIL NAIL BARS.

THE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BE DETERMINED BY MULTIPLYING THEBOND LENGTH OF THE NAIL TIMES THE DESIGN ADHESION. THE DESIGN ADHESION IS 20 PSI. THEALIGNMENT LOAD (AL) SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTINGAPPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGES SHOULD BE ZEROED AFTER THEAL HAS BEEN APPLIED.

SACRIFICIAL TEST NAILS SHALL BE INCREMENTALLY LOADED AND UNLOADED IN ACCORDANCEWITH THE FOLLOWING SCHEDULE:

EACH LOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. THE SACRIFICIAL TEST NAILSHALL BE MONITORED FOR CREEP DURING THE 60-MINUTE PERIOD AT THE 1.50DTL LOADINCREMENT. NAIL MOVEMENTS DURING THIS CREEP PORTION OF THE TEST SHALL BE MEASUREDAND RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 50, AND 60 MINUTES.

A SACRIFICIAL TEST NAIL SHALL BE CONSIDERED ACCEPTABLE IF A CREEP RATE LESS THAN 0.08INCHES PER LOG CYCLE OF TIME BETWEEN THE 6 AND 60 MINUTE READINGS IS OBSERVEDDURING THE CREEP PORTION OF THE TEST AND THE RATE IS LINEAR OR DECREASING THROUGHOUT CREEP TEST LOAD PERIOD. A SACRIFICIAL TEST NAIL SHALL BE CONSIDERED ACCEPTABLE IFTHE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80 PERCENT OF THETHEORETICAL ELASTIC ELONGATION OF THE TEST NAIL UNBONDED LENGTH. A SACRIFICIAL TESTNAIL SHALL BE CONSIDERED UNACCEPTABLE IF PULLOUT FAILURE OCCURS DURINGVERIFICATION TESTING. PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TOINCREASE THE TEST LOAD SIMPLY RESULT IN CONTINUED PULLOUT MOVEMENT OF THESACRIFICIAL TEST NAIL.

THE GEOTECHNICAL DESIGN ENGINEER SHALL EVALUATE THE RESULTS OF EACH VERIFICATIONTEST. INSTALLATION METHODS THAT DO NOT SATISFY THE SOIL NAIL TESTING REQUIREMENTSSHALL BE CONSIDERED INADEQUATE. THE CONTRACTOR SHALL PROPOSE ALTERNATIVEMETHODS AND INSTALL REPLACEMENT SACRIFICIAL TEST NAILS. REPLACEMENT VERIFICATIONTEST NAILS SHALL BE INSTALLED AND TESTED AT NO ADDITIONAL COST TO THE OWNER.

PROOF TESTING OF PRODUCTION SOIL NAILS

PROOF TESTING SHALL BE PERFORMED ON 5 PERCENT OF THE PRODUCTION SOIL NAILS.

THE UNBONDED LENGTH OF THE TEST SOIL NAIL SHALL BE AT LEAST 3 FEET. THE BONDEDLENGTH OF THE TEST NAIL SHALL BE DETERMINED AS SHOWN ON PLANS, BY THE OWNER'SREPRESENTATIVE SUCH THAT THE ALLOWABLE BAR LOAD IS NOT EXCEEDED BUT SHALL NOT BELESS THEN 10 FEET. THE ALLOWABLE BAR LOAD DURING TESTING SHALL NOT EXCEED 90PERCENT OF THE STEEL YIELD STRENGTH.

PROOF TEST SOIL NAILS SHALL BE INCREMENTALLY LOADED IN 0.25DTL INCREMENTS TO AMAXIMUM LOAD OF 1.50DTL. THE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BEDETERMINED BY MULTIPLYING THE BOND LENGTH OF THE NAIL TIMES THE DESIGN ADHESION,WHICH IS DEPICTED FOR EACH WALL SECTION ON THE PLANS. THE INITIAL ALIGNMENT LOAD (AL)AT THE BEGINNING OF EACH PROOF TEST SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGN THETESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGES SHOULD BE ZEROEDAFTER THE AL HAS BEEN APPLIED.

ALL INCREMENTS SHALL BE MAINTAINED WITHIN 5 PERCENT OF THE INTENDED LOAD.DEPENDING ON PERFORMANCE, EITHER A 10-MINUTE OR 60-MINUTE CREEP TEST SHALL BEPERFORMED DURING THE 1.50DTL LOAD INCREMENT AS INDICATED IN THE NOTE. NAILMOVEMENT SHALL BE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, AND 10 MINUTES. WHERE THENAIL MOVEMENT BETWEEN 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES, THE MAXIMUM TESTLOAD SHALL BE MAINTAINED AN ADDITIONAL 50 MINUTES AND MOVEMENTS SHALL BE RECORDEDAT 20, 30, 50, AND 60 MINUTES.

A PROOF TEST OF A PRODUCTION SOIL NAIL SHALL BE CONSIDERED ACCEPTABLE IF A CREEPRATE LESS THEN 0.04 INCHES PER LOG CYCLE OF TIME BETWEEN THE 1 AND 10 MINUTEREADINGS IS OBSERVED OR A CREEP RATE LESS THAN 0.08 INCHES PER LOG CYCLE OF TIMEBETWEEN 6 AND 60 MINUTE READINGS, AND THE CREEP RATE IS LINEAR OR DECREASINGTHROUGHOUT THE CREEP TEST LOAD HOLD PERIOD. A PROOF TEST SOIL NAIL SHALL BECONSIDERED ACCEPTABLE IF THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80PERCENT OF THE THEORETICAL ELASTIC ELONGATION OF THE TEST NAIL UNBONDED LENGTH. APROOF TEST SOIL NAIL SHALL BE CONSIDERED UNACCEPTABLE IF PULLOUT FAILURE OCCURSDURING VERIFICATION TESTING. PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICHATTEMPTS TO INCREASE THE TEST LOAD SIMPLY RESULT IN CONTINUED PULLOUT MOVEMENT OFTHE PROOF TEST SOIL NAIL.

AT THE CONTRACTOR'S OPTION, SUCCESSFUL PROOF TEST NAILS MEETING THE TESTACCEPTABLE CRITERIA MAY BE INCORPORATED AS PRODUCTION SOIL NAILS, PROVIDED THAT (1)THE UNBONDED TEST LENGTH OF THE NAIL DRILLHOLE HAS NOT COLLAPSED DURING TESTING,(2) THE MINIMUM REQUIRED HOLE DIAMETER HAS BEEN MAINTAINED, AND (3) THE TEST NAILLENGTH AND BAR SIZE ARE EQUAL TO OR GREATER THAN THE SCHEDULED PRODUCTION NAILLENGTH AND BAR SIZE. PROOF TEST SOIL NAILS MEETING THESE REQUIREMENTS SHALL BECOMPLETED BY SATISFACTORILY GROUTING THE UNBONDED TEST LENGTH. MAINTAINING THETEMPORARY UNBONDED TEST LENGTH FOR SUBSEQUENT GROUTING TO MEET THE CONDITIONSSTATED IN THIS SECTION IS THE CONTRACTOR'S RESPONSIBILITY.

THE ENGINEER MAY REQUIRE THAT THE CONTRACTOR REPLACE SOME OR ALL OF THEPRODUCTION SOIL NAILS REPRESENTED BY THE INADEQUATE PROOF NAIL TESTS.ALTERNATIVELY, THE GEOTECHNICAL ENGINEER MAY REQUIRE PROOF TESTING OFADDITIONALLY-INSTALLED PROOF TEST NAILS TO VERIFY WHETHER ADJACENT,PREVIOUSLY-INSTALLED PRODUCTION NAILS HAVE SUFFICIENT LOAD CARRYING CAPACITY.

ATTACHMENT OF NAIL HEAD BEARING PLATE AND NUT

ATTACH A BEARING PLATE AND NUT TO EACH NAIL HEAD AS SHOWN ON THE PLANS. WHEREUNIFORM CONTACT BETWEEN THE PLATE AND THE PANEL CANNOT BE PROVIDED, SET THE PLATEIN A BED OF GROUT. AFTER GROUT HAS SET FOR 24 HOURS, HAND WRENCH TIGHTEN THE NUT.

SHOTCRETE FACING

GENERAL

SHOTCRETE SHALL BE SOLOMON SEDONA COLOR #775 WITH A 4% MIX. PRIOR TO PLACINGSHOTCRETE SAMPLE OF COLOR TO BE SUBMITTED AND APPROVED BY OWNER REPRESENTATIVE.

THE WORK DESCRIBED IN THIS SECTION SHALL CONSIST OF FURNISHING ALL MATERIALS ANDLABOR REQUIRED FOR PLACING REINFORCED SHOTCRETE FOR THE SOIL NAIL WALL ANDSOLDIER PILE WALL WHEN THE PLANS REQUIRE. THE WORK SHALL INCLUDE PLACEMENT OFTHICKNESS PINS OR FINISHING WIRES, AND PREPARATORY TRIMMING AND CLEANING OFSOIL/ROCK SURFACES AND SHOTCRETE COLD JOINTS FOR THE SOIL NAIL WALLS SHOWN ON THEPLANS.

SHOTCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 506.2-94, "SPECIFICATION FORSHOTCRETE", EXCEPT AS SPECIFIED OTHERWISE HEREIN.

THE OWNER'S REPRESENTATIVE / SHOTCRETE INSPECTOR SHALL BE QUALIFIED TO INSPECTREINFORCEMENT AND SHOTCRETE PLACEMENT.

QUALITY ASSURANCE

THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING A QUALITY ASSURANCE PROGRAM. ALLWORKERS, INCLUDING FOREMAN, NOZZLEMEN, FINISHERS AND DELIVERY EQUIPMENTOPERATORS SHALL BE FULLY QUALIFIED TO PERFORM THE WORK. ALL NOZZLEMEN SHALL HAVEAT LEAST ONE YEAR OF CUMULATIVE EXPERIENCE IN THE PAST 3 YEARS IN SIMILAR SHOTCRETEAPPLICATION WORK AND SHALL DEMONSTRATE ABILITY TO SATISFACTORILY PLACE THEMATERIAL IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 506.3R "GUIDE TOCERTIFICATION TO SHOTCRETE NOZZLEMEN" AND ANY LOCAL CODE REQUIREMENTS.

QUALIFICATION OF NOZZLEMEN SHALL BE BASED ON A VISUAL INSPECTION OF THE SHOTCRETEDENSITY AND VOID STRUCTURE AND ON ACHIEVING THE SPECIFIED 3-DAY AND 28- DAYCOMPRESSIVE STRENGTH REQUIREMENTS DETERMINED FROM THE AVERAGE TEST RESULTSFROM THREE CORES EXTRACTED FROM EACH PRE CONSTRUCTION AND PRODUCTION TESTPANEL. PRE CONSTRUCTION AND PRODUCTION TEST PANELS, CORE EXTRACTION ANDCOMPRESSIVE STRENGTH TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH ACI 506.2-94UNLESS SPECIFIED OTHERWISE HEREIN.

THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE NOT LESS THAN 2 DAYS PRIORTO THE SHOOTING OF A QUALIFICATION PANEL. SHOTCRETE MIX AND EQUIPMENT USED TO MAKEQUALIFICATION TEST PANELS SHALL BE THE SAME AS THOSE TO BE USED FOR THE SOIL NAILWALL.

EACH FINISHER SHALL HAVE AT LEAST ONE YEAR OF CUMULATIVE EXPERIENCE IN THE PAST 3YEARS IN SIMILAR STRUCTURAL SHOTCRETE APPLICATION WORK.

SUBMITTALS

AT LEAST 5 DAYS PRIOR TO INITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT TO THEENGINEER FOR APPROVAL:

1. WRITTEN DOCUMENTATION LISTING AT LEAST 5 SIMILAR SHOTCRETE WALLSSUCCESSFULLY COMPLETED WITHIN THE PAST 3 YEARS, INCLUDING PHOTOGRAPHS OFTHE PROJECT AS WELL AS NAME, ADDRESS, AND PHONE NUMBER OF THE OWNER'SREPRESENTATIVE.

2. WRITTEN DOCUMENTATION OF THE NOZZLEMEN AND FINISHERS QUALIFICATIONS ANDPROPOSED METHOD OF SHOTCRETE PLACEMENT.

3. SHOP DRAWINGS ILLUSTRATING REINFORCING LAYOUT AND SCHEDULES.4. SHOTCRETE MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT TO BE

USED: SOURCE, GRADATION, AND QUALITY OF AGGREGATES AS SPECIFIED HEREIN; MIXPROPORTIONS BY WEIGHT; PROPOSED ADMIXTURES, AND THEIR MANUFACTURER,DOSAGE, AND TECHNICAL LITERATURE; AND COMPRESSIVE STRENGTH TEST RESULTSFROM THE MANUFACTURES RECORDS NO OLDER THAN 6 MONTHS VERIFYING THE28-DAY COMPRESSIVE STRENGTH.

5. CERTIFIED MILL TESTS FOR ALL REINFORCING STEEL FROM EACH HEAT SPECIFYING THEMINIMUM ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION, AND COMPOSITION.

6. CERTIFICATIONS OF COMPLIANCE FOR BEARING PLATES, NUTS, AND CURINGCOMPOUNDS.

7. SPECIFICATION AND DATA FOR REVIEW ON EQUIPMENT PROPOSED FOR THE PROJECTINCLUDING SHOTCRETING AND COMPRESSED AIR EQUIPMENT, PROPOSED ACCESSARRANGEMENTS, AND CAPACITIES.

8. METHODS OF CONTROLLING THE LOCATION OF THE FINISH FACE AND DETERMININGSHOTCRETE THICKNESS.

MATERIALS

ALL MATERIALS FOR SHOTCRETE SHALL CONFORM TO THE FOLLOWING REQUIREMENTS.

CEMENT - ASTM C150 / AASHTO M85, TYPE V OR EQUIVALENT.FINE AGGREGATE - ASTM C33 / AASHTO M6.COARSE AGGREGATE - AASHTO M-80, CLASS B FOR QUALITY.WATER - POTABLE, CLEAN, AND FREE FROM SUBSTANCES

DELETERIOUS TO CONCRETE AND STEEL, OR THAT WOULD CAUSE STAINING. CHEMICAL ADMIXTURES ACCELERATOR FLUID TYPE, APPLIED AT NOZZLE, MEETING THE REQUIREMENTS HEREIN.

WATER-REDUCER - ASTM C494 / AASHTO M194, TYPE AND SUPER- A, D, F,G. PLASTICIZER AIR-ENTRAINING ASTM C260 / AASHTO

FLY ASH - ASTM C618 / AASHTO M295, TYPE F OR G, CEMENT REPLACEMENT UP TO 35 PERCENT BY WEIGHT OF CEMENT. SILICA FUME ASTM C1240, 90 PERCENT MINIMUM SILICON DIOXIDE SOLIDS CONTENT, NOT TO EXCEED 12 PERCENT BY WEIGHT OF CEMENT.

WELDED WIRE FABRIC - ASTM A185 / AASHTO M55.REINFORCING BARS - ASTM A615 / AASHTO M31, GRADE 60, DEFORMED.CURING COMPOUNDS - AASHTO M148, TYPE ID OR TYPE 2.FILM PROTECTION - AASHTO M171 OR POLYETHYLENE FILM.

ADMIXTURES

SHOTCRETE ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER.ADMIXTURES USED TO ENTRAIN AIR, TO REDUCE WATER-CEMENT RATIO, TO RETARD ORACCELERATE SETTING TIME, OR TO ACCELERATE THE DEVELOPMENT OF STRENGTH SHALL BETHOROUGHLY MIXED INTO THE SHOTCRETE AT THE RATE SPECIFIED BY THE MANUFACTURERUNLESS SPECIFIED OTHERWISE. ACCELERATING ADDITIVES SHALL BE COMPATIBLE WITH THECEMENT USED, BE NON-CORROSIVE TO STEEL AND SHALL NOT PROMOTE OTHER DETRIMENTALEFFECTS SUCH AS CRACKING OR EXCESSIVE SHRINKAGE. THE MAXIMUM ALLOWABLE CHLORIDEION CONTENT OF ALL INGREDIENTS SHALL NOT EXCEED 0.10 PERCENT WHEN TESTED PERAASHTO T260.

MATERIALS HANDLING AND STORAGE

MATERIALS SHALL BE DELIVERED STORED AND HANDLED TO PREVENT CONTAMINATION,SEGREGATION, CORROSION OR DAMAGE. LIQUID ADMIXTURES SHALL BE STORED TO PREVENTEVAPORATION AND FREEZING.

LOAD HOLD TIME LOAD HOLD TIME

AL

0.25 DTL

0.50 DTL0.75 DTL

1.00 DTL1.25 DTL1.50 DTL1.75 DTL2.00 DTL

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1.50 DTL

1.25 DTL

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PROJECT NO.

REVISIONS

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S.003

4

SHOTCRETE NOTES

SHOTCRETE MIX DESIGN

AGGREGATES FOR SHOTCRETE SHALL MEET THE STRENGTH AND DURABILITY REQUIREMENT OFAASHTO M80 AND SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS:

PERCENT PASSING PERCENT PASSING SIEVE SIZE BY WEIGHT SIEVE SIZE BY WEIGHT 1/2 INCH 100 NO. 16 35-55 3/8 INCH 90-100 NO. 30 20-35 NO. 4 70-85 NO. 50 8-20 NO. 8 50-70 NO. 100 2-10

CEMENT CONTENT SHALL BE AT LEAST 600 POUNDS PER CUBIC YARD. THE WATER/CEMENTRATIO SHALL NOT BE GREATER THAN 0.45. FOR WET-MIX SHOTCRETE EXPOSED TO FREEZINGAND THAWING, THE AIR CONTENT AT THE TRUCK SHALL BE BETWEEN 4.5 TO 7.5 PERCENT WHENTESTED IN ACCORDANCE WITH ASTM C231 / AASHTO T152. THE MIX SHALL BE PROPORTIONED TOBE PUMPABLE WITH THE CONCRETE PUMP FURNISHED FOR THE WORK. ADMIXTURES SHALL BEUSED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

SHOTCRETE SHALL BE PROPORTIONED TO PRODUCE A MIX CAPABLE OF ATTAINING ACOMPRESSIVE STRENGTH OF 2000 PSI IN 3 DAYS AND 4000 PSI IN 28 DAYS. THE AVERAGECOMPRESSIVE STRENGTH OF EACH SET OF THREE CORES EXTRACTED FROM TEST PANELS ORWALL FACE SHALL BE EQUAL TO OR EXCEED 85 PERCENT, WITH NO INDIVIDUAL CORE LESS THAN75 PERCENT OF THE SPECIFIED COMPRESSIVE STRENGTH IN ACCORDANCE WITH ACI 506.2. THEBOILED ABSORPTION OF SHOTCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM C642 AT 7DAYS, SHALL BE LESS THAN 8.0 PERCENT.

SHOTCRETE MIXING AND BATCHING

AGGREGATE AND CEMENT MAY BE BATCHED BY WEIGHT OR BY VOLUME IN ACCORDANCE WITHTHE REQUIREMENTS OF ASTM C94 / AASHTO M157. MIXING EQUIPMENT SHALL BE CAPABLE OFTHOROUGHLY MIXING THE MATERIALS IN SUFFICIENT QUANTITY TO MAINTAIN PLACINGCONTINUITY. READY-MIX SHOTCRETE SHALL BE DELIVERED AND PLACED WITHIN 90 MINUTES OFBEING BATCHED UNLESS APPROVED OTHERWISE BY THE ENGINEER.

SHOTCRETE TEST PANELS

PRE CONSTRUCTION AND PRODUCTION SHOTCRETE TEST PANELS ARE REQUIRED(UNLESSWAIVED BY THE ENGINEER). PRE CONSTRUCTION AND PRODUCTION TEST PANELSSHALL NOT BE DISTURBED OR MOVED WITHIN THE FIRST 24 HOURS AFTER SHOOTING.TESTPANELS SHALL BE FIELD CURED UNDER CONDITIONS SIMILAR TO THOSE ANTICIPATEDFORTHE WORK. SHOTCRETING AND CORING OF TEST PANELS SHALL BE PERFORMED BYQUALIFIED PERSONNEL IN THE PRESENCE OF THE OWNER'S REPRESENTATIVE

UNLESS WAIVED BY THE ENGINEER, THE CONTRACTOR SHALL PROVIDE EQUIPMENT, MATERIALS,AND PERSONNEL AS NECESSARY TO OBTAIN SHOTCRETE CORES FOR TESTING INCLUDINGCONSTRUCTION OF TEST PANEL BOXES, FIELD CURING REQUIREMENTS AND CORING.COMPRESSIVE STRENGTH TESTING WILL BE PERFORMED BY THE OWNER. SHOTCRETE WILL BEACCEPTED BASED ON THE 28-DAY STRENGTH. THE FREQUENCY SPECIFIED FOR TEST PANELS ISAPPROXIMATE. A GREATER OR LESSER NUMBER OF PANELS MAY BE MADE AS REQUIRED BY THEENGINEER.

PRE-CONSTRUCTION TEST PANELS

EACH SHOTCRETE APPLICATION CREW SHALL FURNISH AT LEAST TWO PRE-CONSTRUCTION TESTPANELS FOR EACH PROPOSED MIXTURE BEING CONSIDERED AND FOR EACH SHOOTING POSITIONENCOUNTERED ON THE JOB. PRE-CONSTRUCTION TEST PANELS SHALL BE MADE BY EACHAPPLICATION CREW USING THE EQUIPMENT, MATERIALS, MIXTURE PROPORTIONS, ANDPROCEDURES PROPOSED FOR THE JOB PRIOR TO THE COMMENCEMENT OF WORK.

PRE-CONSTRUCTION TEST PANELS FOR PLAN SHOTCRETE SHALL BE 30 IN. X 30 IN. INACCORDANCE WITH ACI 506.2-94, WITH THE FOLLOWING EXCEPTIONS:

1. ONE PRE-CONSTRUCTION TEST PANEL SHALL BE OF THE MAXIMUM SHOTCRETETHICKNESS SHOWN ON THE PLANS AND SHALL INCLUDE THE MAXIMUM ANTICIPATEDREINFORCING CONGESTION. CORES EXTRACTED FROM THE TEST PANEL SHALLDEMONSTRATE ENCAPSULATION OF THE REINFORCEMENT IN ACCORDANCE WITH ACI506.2 EQUAL TO CORE GRADE 2 OR BETTER.

2. ONE PRE-CONSTRUCTION TEST PANEL SHALL BE AT LEAST 6 INCHES THICK ANDCONSTRUCTED WITHOUT REINFORCEMENT AND USED FOR ABSORPTION ANDCOMPRESSIVE STRENGTH TESTING

3. THE CORNERS OF PRODUCTION AND PRECONSTRUCTION TEST PANELS SHALL BECHAMFERED OUTWARD AT 45 DEGREES OVER THE FULL THICKNESS OF THE PANEL.

PRODUCTION TEST PANELS

THE CONTRACTOR SHALL FURNISH AT LEAST ONE PRODUCTION TEST PANEL, OR, IN LIEU OFPRODUCTION TEST PANELS, SIX 3-INCH DIAMETER CORES FROM THE SHOTCRETE FACE DURINGTHE FIRST APPLICATION OF SHOTCRETE AND HENCEFORTH FOR EVERY FIFTH APPLICATION OFSHOTCRETE, OR EVERY 5000 SQ. FT., OR EVERY 50 CU. YDS., WHICHEVER IS LESS. THEPRODUCTION TEST PANELS SHALL BE CONSTRUCTED SIMULTANEOUSLY WITH THE SHOTCRETEFACING INSTALLATION AT TIMES DESIGNATED BY THE OWNER'S REPRESENTATIVE. THEPRODUCTION TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 18" X 18" X 6".

CORE TESTING

AT LEAST NINE CORE SAMPLES WILL BE CUT FROM EACH PRECONSTRUCTION AND PRODUCTIONTEST PANEL FOR COMPRESSIVE STRENGTH. CORES SHALL BE AT LEAST 3-IN. DIAMETER ANDSHALL HAVE A MINIMUM LENGTH TO WIDTH RATIO OF ONE. WHEN THE LENGTH OF THE CORE ISLESS THAN TWICE THE DIAMETER, APPLY THE CORRECTION FACTORS GIVEN IN ASTM C42 TOOBTAIN THE COMPRESSIVE STRENGTH OF INDIVIDUAL CORES. THREE CORES SHALL BE TESTEDAT 3-DAYS AND THREE CORE SHALL BE TESTED AT 28-DAYS FOR COMPRESSIVE STRENGTH.

SHOTCRETE ALIGNMENT CONTROL

ALIGNMENT WIRES AND/OR THICKNESS CONTROL PINS SHALL BE PROVIDED AS NECESSARY TOESTABLISH AND MAINTAIN THE MINIMUM SHOTCRETE THICKNESS SHOWN ON THE PLANS. THEMAXIMUM DISTANCE BETWEEN WIRES AND/OR THICKNESS CONTROL PINS ON ANY SURFACE

SHALL BE EQUAL TO THE VERTICAL NAIL SPACING. THE CONTRACTOR SHALL ENSURE THATALIGNMENT WIRES ARE TIGHT, TRUE TO LINE, AND PLACED TO ALLOW FURTHER TIGHTENING.

SURFACE PREPARATION

PRIOR TO SHOTCRETING THE UNGROUTED ZONE ABOVE THE NAIL GROUT AT THE EXCAVATIONCUT FACE (BIRDS BEAK), THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS FROM THESURFACE OF THE GROUT AND PREPARE THE JOINT IN ACCORDANCE WITH ALL REQUIREMENTSFOR JOINT PREPARATION SPECIFIED HEREIN.

THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS AND LOOSE DRIED SHOTCRETE FROMPREVIOUS PLACEMENT OPERATIONS AND FROM ALL RECEIVING SURFACES BY METHODSACCEPTABLE TO THE OWNER'S REPRESENTATIVE. THE REMOVAL SHALL BE ACCOMPLISHED INSUCH A MANNER AS NOT TO LOOSEN, CRACK, OR SHATTER THE SURFACES TO RECEIVE THESHOTCRETE. ANY SURFACE MATERIAL THAT, IN THE OPINION OF THE OWNER'SREPRESENTATIVE, IS SO LOOSENED OR DAMAGED SHALL BE REMOVED TO SUFFICIENT DEPTH TOPROVIDE A BASE THAT IS SUITABLE TO RECEIVE THE SHOTCRETE. MATERIAL THAT LOOSENS ASTHE SHOTCRETE IS APPLIED SHALL BE REMOVED. SHOTCRETE SHALL NOT BE PLACED ONFROZEN SURFACES.

DELIVERY AND APPLICATION

A CLEAN, DRY, OIL-FREE SUPPLY OF COMPRESSED AIR SUFFICIENT FOR MAINTAINING ADEQUATENOZZLE VELOCITY FOR ALL PARTS OF THE WORK AND FOR SIMULTANEOUS OPERATION OF ABLOW PIPE FOR CLEANING AWAY REBOUND SHALL BE MAINTAINED AT ALL TIMES. THEEQUIPMENT SHALL BE CAPABLE OF DELIVERING THE PREMIXED MATERIAL ACCURATELY,UNIFORMLY, AND CONTINUOUSLY THROUGH THE DELIVERY HOSE.

THE SHOTCRETE SHALL BE APPLIED FROM THE LOWER PART OF THE WORK AREA UPWARDS TOPREVENT ACCUMULATION OF REBOUND ON UNCOVERED SURFACES. THICKNESS, METHODS OFSUPPORT, AIR PRESSURE, AND RATE OF PLACEMENT OF SHOTCRETE SHALL BE CONTROLLED TOPREVENT SAGGING OR SLOUGHING OF FRESHLY APPLIED SHOTCRETE. WHERE SHOTCRETE ISUSED TO COMPLETE THE UNGROUTED ZONE OF THE NAIL DRILL HOLE NEAR THE EXCAVATIONCUT FACE, THE NOZZLE SHALL BE POSITIONED INTO THE MOUTH OF THE DRILLHOLE TOCOMPLETELY FILL THE VOID. REBOUND SHALL NOT BE WORKED BACK INTO THE PLACEMENTNOR SHALL THE REBOUND BE SALVAGED. REBOUND THAT DOES NOT FALL CLEAR OF THEWORKING AREA SHALL BE REMOVED. THE NOZZLE SHALL BE HELD AT A DISTANCE AND AT ANANGLE APPROXIMATELY PERPENDICULAR TO THE WORKING FACE SO THAT REBOUND WILL BEMINIMAL AND COMPACTION WILL BE MAXIMIZED. THE NOZZLE SHALL BE ROTATED STEADILY IN ASMALL CIRCULAR PATTERN.

SHOTCRETE PLACEMENT SHALL BE BY THE BENCH GUNNING METHOD WHEN THE THICKNESS OFTHE SHOTCRETE LAYER IS 6 IN. OR GREATER. THE GUNNING METHOD SHALL CONSIST OFBUILDING UP A THICK LAYER OF SHOTCRETE FROM THE BOTTOM OF THE LIFT AND MAINTAININGTHE TOP SURFACE AT APPROXIMATELY A 45-DEGREE SLOPE.

VISUAL OBSERVATION

A CLEARLY DEFINED PATTERN OF CONTINUOUS HORIZONTAL OR VERTICAL RIDGES ORDEPRESSIONS AT THE REINFORCING ELEMENTS AFTER THEY ARE COVERED WILL BECONSIDERED INDICATION OF INSUFFICIENT COVER OF REINFORCEMENT OR POOR APPLICATIONAND PROBABLE VOID. IN THIS CASE, THE WORK SHALL BE IMMEDIATELY SUSPENDED AND THEWORK CAREFULLY INSPECTED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR SHALLIMPLEMENT AND COMPLETE CORRECTIVE MEASURES PRIOR TO RESUMING THE SHOTCRETEOPERATIONS.

DEFECTIVE SHOTCRETE

SURFACE DEFECTS SHALL BE REPAIRED AS SOON AS POSSIBLE AFTER INITIAL PLACEMENT OFSHOTCRETE. ALL SHOTCRETE THAT LACKS UNIFORMITY, EXHIBITS SEGREGATION, SAGGING,HONEYCOMBING, OR LAMINATION, OR CONTAINS ANY VOIDS OR SAND POCKETS SHALL BEREMOVED AND REPLACED WITH FRESH SHOTCRETE BY THE CONTRACTOR TO THE SATISFACTIONOF THE OWNER'S REPRESENTATIVE.

CONSTRUCTION JOINTS

CONSTRUCTION JOINTS SHALL BE WATERTIGHT AND UNIFORMLY TAPERED TOWARD THEEXCAVATION FACE OVER A MINIMUM DISTANCE EQUAL TO THE THICKNESS OF THE SHOTCRETELAYER. THE SURFACE OF THE JOINTS SHALL BE ROUGH, CLEAN, SOUND AND DAMP. THEHARDENED SURFACE SHALL BE CLEANED OF ALL LAITANCE, FOREIGN SUBSTANCES, WASHEDWITH CLEAN WATER, AND WETTED THOROUGHLY PRECEDING PLACEMENT OF FRESHSHOTCRETE.

THE SHOTCRETING PROCEDURE MAY BE CORRECTED BY ADJUSTING THE NOZZLE DISTANCE ANDORIENTATION PERPENDICULAR TO THE SURFACE, ADJUSTING THE WATER CONTENT OF THESHOTCRETE MIX, OR OTHER MEANS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. ALLOVERSPRAY AND REBOUND SHALL BE REMOVED FROM THE SURFACE.

FINISH

SHOTCRETE FINISH SHALL BE EITHER AN UNDISTURBED GUN FINISH AS APPLIED FROM THENOZZLE, A SCREEDED FINISH, OR A WOOD OR STEEL TROWELED FINISH, UNLESS SHOWNOTHERWISE ON THE PLANS.

ATTACHMENT OF THE NAIL HEAD CONNECTION HARDWARE

FOR CONSTRUCTION SHOTCRETE FACINGS, THE BEARING PLATE SHALL BE WET-SET WHILE THESHOTCRETE IS PLASTIC TO ASSURE FULL SHOTCRETE BEARING BEHIND THE PLATE. HOWEVER,THE RETENTION NUT SHALL ONLY BE HAND TIGHTENED SUCH THAT FULL BEARING IS ACHIEVEDWITHOUT EXCESSIVELY SQUEEZING FRESH SHOTCRETE OUT FROM UNDER THE PLATE.

FOR PERMANENT SHOTCRETE FACINGS, THE HEADED STUD PLATE SHALL BE LOCATED WITHINTHE WALL SUCH THAT THE PROPER SHOTCRETE COVER IS PROVIDED AS SHOWN ON THE PLANS.IN ADDITION, THE PLATE, WASHER, AND NUT SHALL BE PULLED UP FLUSH TOGETHER BY WIRINGTO THE REINFORCEMENT OR OTHER MEANS NECESSARY TO ASSURE ADEQUATE CONTACTBETWEEN THESE PARTS.

GENERAL CURING

CONSTRUCTION SHOTCRETE SHALL NOT REQUIRE CURING.

PERMANENT SHOTCRETE SHALL BE PROTECTED FROM LOSS OF MOISTURE FOR AT LEAST 7 DAYSAFTER PLACEMENT. WHEN SHOTCRETE IS BEING PROTECTED FROM LOW TEMPERATURES,CURING SHALL BE TERMINATED NO SOONER THAN ONE DAY AFTER THE REMOVAL OF LOWTEMPERATURE PROTECTION. CURING OF SHOTCRETE SHALL BE BY METHODS THAT WILL KEEPSHOTCRETE SURFACES ADEQUATELY WET AND PROTECTED DURING THE SPECIFIED PERIOD.CURING SHALL COMMENCE WITHIN ONE HOUR OF SHOTCRETE APPLICATION. WHEN THEAMBIENT TEMPERATURE EXCEEDS 80 DEGREES FAHRENHEIT, THE CONTRACTOR SHALL PLANTHE WORK SUCH THAT CURING CAN COMMENCE IMMEDIATELY AFTER FINISHING. CURING SHALLBE COMPLETED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS.

WATER CURING

THE RATE OF WATER APPLICATION SHALL BE REGULATED TO PROVIDE COMPLETE SURFACECOVERAGE WITH A MINIMUM OF RUNOFF.

MEMBRANE CURING

CURING COMPOUNDS SHALL NOT BE USED ON ANY SURFACES AGAINST WHICH ADDITIONALSHOTCRETE OR OTHER CEMENTITIOUS FINISHING MATERIALS ARE TO BE BONDED UNLESS THESURFACE IS THOROUGHLY SANDBLASTED IMMEDIATELY PRIOR TO SHOTCRETE PLACEMENT IN AMANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MEMBRANE CURING COMPOUNDSSHALL BE SPRAY APPLIED AS QUICKLY AS PRACTICAL AFTER INITIAL SHOTCRETE SET AT ACOVERAGE OF NOT LESS THAN 40 SQ. FT. PER GALLON.

FILM CURING

FILM CURING WITH POLYETHYLENE SHEETING MAY BE USED TO SUPPLEMENT WATER CURING ONSHOTCRETE THAT WILL BE COVERED LATER WITH ADDITIONAL SHOTCRETE OR CONCRETE. THESHEETING SHALL COMPLETELY COVER ALL SURFACES, AND HAVE EDGES OVERLAPPED FORPROPER SEALING AND ANCHORAGES.

WEATHER LIMITATIONS

SHOTCRETE SHALL NOT BE PLACED IN COLD WEATHER UNLESS ADEQUATELY PROTECTED WHENTHE AMBIENT TEMPERATURE IS BELOW 40° F AND FALLING AND/OR WHEN THE SHOTCRETE ISLIKELY TO BE SUBJECTED TO FREEZING TEMPERATURES BEFORE REACHING A MINIMUMSTRENGTH OF 750 PSI. COLD WEATHER PROTECTION SHALL BE MAINTAINED UNTIL THESTRENGTH OF THE IN-PLACE SHOTCRETE IS GREATER THAN 750 PSI. COLD WEATHERPROTECTION SHALL INCLUDE HEATING UNDER TENTS, BLANKETS OR OTHER MEANS ACCEPTABLETO THE OWNER'S REPRESENTATIVE. THE TEMPERATURE OF THE SHOTCRETE, WHEN DEPOSITED,SHALL BE NOT LESS THAN 50° F NOR MORE THAN 80° F. THE AIR IN CONTACT WITH SHOTCRETESURFACES SHALL BE MAINTAINED AT TEMPERATURES ABOVE 32° F FOR A MINIMUM OF 7 DAYS.

SHOTCRETE APPLICATION SHALL BE SUSPENDED DURING HIGH WINDS AND HEAVY RAINS WHENIN THE OPINION OF THE OWNER'S REPRESENTATIVE THE QUALITY OF THE APPLICATION IS NOTACCEPTABLE. NEWLY PLACED SHOTCRETE EXPOSED TO RAIN THAT WASHES OUT CEMENT OROTHERWISE MAKES THE SHOTCRETE UNACCEPTABLE TO THE OWNER'S REPRESENTATIVE SHALLBE REMOVED AND REPLACED. THE CONTRACTOR SHALL PROVIDE ADEQUATELY SECUREDPOLYETHYLENE SHEETING OR EQUIVALENT WHEN ADVERSE EXPOSURE TO WEATHER ISANTICIPATED.

TOLERANCES

THE TOLERANCES FOR TEMPORARY AND PERMANENT SHOTCRETE FACINGS SHALL BE ASFOLLOWS:

VERTICAL LOCATION OF SHOTCRETE JOINT 12"THICKNESS OF SHOTCRETE - 0.5"HORIZONTAL LOCATION OF REINFORCEMENT 1"REINFORCING LAP LENGTH - 1"REINFORCEMENT SPACING 1"

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SHEET of

DESIGNED BY

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DRAWN BY

CHECKED BY

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REVISIONS

1"0

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SCALES ACCORDINGLY

APPROVED BY




S.004

5

REINFORCING AND ROCK SCALING NOTES

REINFORCING STEEL

REINFORCING STEEL SHALL BE NEW DEFORMED BILLET BARS PER CURRENT ASTM A615SPECIFICATIONS. GRADE 60 REINFORCING STEEL IS REQUIRED.

ALL REINFORCING STEEL SHALL BE BLACK (UNCOATED) UNLESS OTHERWISE NOTED.

E DENOTES EPOXY COATED REINFORCING STEEL.

BAR BENDING DIAGRAMS, WHERE SHOWN ON THESE PLANS, INDICATE OUT-TO-OUTDIMENSIONS.

ALL REINFORCING SHALL HAVE A CLEAR COVERAGE OF 2 INCHES UNLESS SHOWNOTHERWISE ON THE PLANS. CLEAR COVERAGE IS MEASURED FROM THE CONCRETESURFACE TO THE OUTSIDE OF THE REINFORCEMENT.

REINFORCING BAR LAP SPLICES SHALL BE AS DETAILED ON THE PLANS. WHERE SPLICELENGTHS ARE NOT DETAILED, LENGTHS ARE AS NOTED BELOW:

THE FOLLOWING TABLE GIVES THE MINIMUM CLASS B (STAGGERED) LAP SPLICE LENGTHFOR BLACK (UNCOATED) REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION602.6 THESE SPLICE LENGTHS SHALL BE INCREASED BY 25% FOR BARS SPACED AT LESSTHAN 6" ON CENTER.

BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11

SPLICE LENGTH FORCLASS B AND D CONCRETE 1'-1" 1'-4" 1'-7" 1'-11" 2'-6" 3'-1" 3'-11" 4'-10"

THE FOLLOWING TABLE GIVES THE MINIMUM CLASS B (STAGGERED) LAP SPLICE LENGTHFOR EPOXY COATED REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION 602.06.THESE SPLICE LENGTHS SHALL BE INCREASED BY 25% FOR BARS SPACED AT LESS THAN 6"ON CENTER.

BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11

SPLICE LENGTH FORCLASS B AND D CONCRETE 1'-3" 1'-7" 2'-5" 2'-10" 3'-8" 4'-8" 5'-11" 7'-3"

THE ABOVE SPLICE LENGTHS SHALL BE INCREASED BY 20 PERCENT FOR 3 BAR BUNDLES AND 33PERCENT FOR 4 BAR BUNDLES.

ROCK SCALING SPECIFICATIONS

DESCRIPTION

THIS WORK SHALL CONSIST OF THE MANUAL REMOVAL OF VEGETATION AND LOOSE ROCK ANDSOIL ON THE SLOPE AT THE LOCATIONS SHOWN IN THE PLANS OR AS DIRECTED BY THEENGINEER. THE CONTRACTOR SHALL PROVIDE ALL MATERIALS, EQUIPMENT, AND LABORNECESSARY TO PERFORM THIS WORK.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING THE PUBLIC, SITE, ADJACENTPROPERTIES AND ALL APPURTENANCES FROM ANY DAMAGE RESULTING FROM CONTRACTORACTIVITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGERESULTING FROM SCALING OR OTHER CONSTRUCTION ACTIVITIES.

DEFINITIONS AND QUALIFICATIONS

SCALING SUPERVISOR: THE CONTRACTOR'S DESIGNATED REPRESENTATIVE RESPONSIBLE FORPROSECUTION AND COORDINATION OF ALL ROCK SCALING ACTIVITIES ON THIS PROJECT. THESCALING SUPERVISOR SHALL HAVE A MINIMUM OF THREE YEARS EXPERIENCE IN HIGH SCALINGOPERATIONS, SHALL HAVE COMPLETED THE AMERICAN RED CROSS "BASIC FIRST AID COURSE"OR EQUIVALENT, AND SHALL HAVE EXPERIENCE OR TRAINING IN THE USE OF EMERGENCYREMOTE RESCUE TECHNIQUES.

ROCK SCALER: AN INDIVIDUAL WHO IS ENGAGED IN ACCESSING AND REMOVINGUNCONSOLIDATED MATERIALS USING HAND TOOLS AT LOCATIONS WHICH REQUIRE HIGHSCALING TECHNIQUES. ROCK SCALERS SHALL HAVE EITHER A MINIMUM OF SIX MONTHSEXPERIENCE IN HIGH SCALING OPERATIONS OR SHALL HAVE ATTENDED A TRAINING COURSECONDUCTED BY AN INDIVIDUAL WHO QUALIFIES AS A SUPERVISOR UNDER THIS SPECIFICATION.

MECHANIZED SCALING: A METHOD OF SCALING IN WHICH LOOSE MATERIAL IS REMOVED FROMTHE SLOPE USING EITHER SPECIALIZED EQUIPMENT OR CRANE-SUSPENDED TOOLS.

SUBMITTALS

NOT LESS THAN 5 DAYS PRIOR TO COMMENCING ROCK SCALING, THE CONTRACTOR SHALLPROVIDE TO THE ENGINEER:

1. THE CONTRACTOR SHALL PROVIDE WRITTEN EVIDENCE THAT THE ROCK SLOPESCALING FOREMAN AND SCALERS HAVE PERFORMED SATISFACTORY WORK IN SIMILARCAPABILITIES FOR SUFFICIENT LENGTH OF TIME TO BE FULLY QUALIFIED TO PERFORMTHEIR DUTIES.

2. THE CONTRACTOR SHALL SUBMIT A DETAILED WORK PLAN FOR EACH ROCK SLOPE TOBE SCALED. THE PLAN SHALL INCLUDE:2.1. THE PROPOSED CONSTRUCTION SEQUENCE AND SCHEDULE.2.2. THE TYPE OF EQUIPMENT AND TOOLS TO BE USED.2.3. THE NUMBER OF SCALING CREWS TO BE EMPLOYED ON THE PROJECT. (A

SCALING CREW IS DEFINED AS ONE QUALIFIED FOREMAN AND TWO QUALIFIEDSCALERS.)

2.4. DEBRIS REMOVAL AND DISPOSAL PLAN GENERATED FROM THE SCALING WORK.2.5. PROVISIONS TO PROTECT ADJACENT FACILITIES.

WORK SHALL NOT BEGIN UNTIL THE APPROPRIATE SUBMITTALS HAVE BEEN APPROVED INWRITING BY THE ENGINEER.

MATERIALS

SCALING WILL BE DONE WITH THE USE OF SCALING BAR, PORTABLE HYDRAULIC WEDGES, AIRPILLOWS OR OTHER MECHANICAL MEANS. OTHER HAND TOOLS IN ADDITION TO SCALING BARSMAY BE USED PROVIDED THEY HAVE DEMONSTRATED EFFECTIVENESS TO PERFORM THEREQUIRED WORK BY APPROVAL OF THE ENGINEER.

CONSTRUCTION REQUIREMENTS

WORK SHALL PROCEED ACCORDING TO THE WORK PLAN AND SCHEDULE SUBMITTED BY THECONTRACTOR PRIOR TO COMMENCEMENT OF WORK. THE CREW SIZE SHALL BE MAINTAINED ATALL TIMES.

ROCK SCALING SHALL START AT THE TOP OF THE SLOPE AND WORK SHALL PROCEED DOWNSLOPE, REMOVING LOOSE ROCK AND SOIL AS THE WORK PROGRESSES.

THE CONTRACTOR MAY EMPLOY MECHANIZED SCALING METHODS TO PERFORM SOME OF THESCALING OPERATIONS WHERE HAND SCALING TECHNIQUES ARE NOT EFFECTIVE OR POSE A RISKTO WORKER OR SITE SAFETY. THE METHOD FOR MECHANICAL SCALING, INCLUDING A COMPLETELIST OF EQUIPMENT TO BE USED, AND THE QUALIFICATIONS OF THE STAFF, SHALL BE SUBMITTEDTO THE ENGINEER FOR APPROVAL PRIOR TO THE START OF WORK. EXPERIENCED PERSONNELSHALL OPERATE ALL EQUIPMENT ON THE PROJECT. THE ENGINEER MAY REQUIRE ADDITIONALEQUIPMENT TO EXPEDITE THE WORK.

THE EXTENT OF THE SCALING WILL BE DETERMINED BY THE ENGINEER AND/OR BE SPECIFIED INTHE PLANS.

ALL ROCK AND DEBRIS PRODUCED BY THE SCALING OPERATION SHALL BE REMOVED BY THECONTRACTOR AND HAULED FROM THE SITE.

MEASUREMENT

ROCK SCALING WILL BE MEASURED BY THE CREW HOUR. DEBRIS REMOVAL WILL BE BY THECUBIC FOOT IN THE HAULING CONVEYANCE AT THE POINT OF REMOVAL FROM THE SITE.

PAYMENT

PAYMENT WILL BE MADE UNDER:PAY ITEM PAY UNITROCK SCALING CREW HOUR

PAYMENT FOR ROCK SCALING WILL BE ONLY FOR THE WORK THAT IS AS SHOWN ON THE PLANSOR DIRECTED AND APPROVED BY THE ENGINEER.

PAYMENT SHALL INCLUDE REMOVAL OF ALL SCALED MATERIAL FROM THE SITE AS DIRECTED BYTHE ENGINEER. PERMANENT DISPOSAL OF SCALED MATERIAL WILL BE PAID FOR SEPARATELYUNDER BID ITEMS FOR TRUCKING AND LOADER.

UNLESS APPROVED BY THE ENGINEER PAYMENT WILL NOT BE MADE FOR ROCK SCALINGCONDUCTED IN AREAS OUTSIDE THOSE SHOWN ON THE PLANS OR AREAS NOT APPROVED BYTHE ENGINEER.

UNLESS APPROVED BY THE ENGINEER PAYMENT WILL NOT BE MADE FOR ROCK SCALINGPERFORMED SOLELY FOR THE PURPOSE OF WORKER SAFETY.

SCALING SUPERVISOR SHALL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN THEWORK.

ALL WORK REQUIRING ROPE ACCESS SHALL BE IN ACCORDANCE WITH THE CODE OF FEDERALREGULATIONS 1926.501 B15.

A

0

SHOTCRETE JOINT DETAIL2

S.005 NOT TO SCALE

SHOTCRETE FACING AND NAIL DETAIL

(ELEVATION VIEW)

4

S.005 NOT TO SCALE

8" THICK SHOTCRETE FACE

4" (MIN) OVERLAP12" (MIN) OVERLAP

FOR WWF

45°

DRAINAGE DETAIL5

S.005 NOT TO SCALE

SHOTCRETE FACE

529 TO 35421 TO 28314 TO 2028 TO 13

NUMBER OFCENTRALIZERS

NAIL LENGTH(FT)

NOT TO SCALES.0051

SHOTCRETE FACING AND NAIL

DETAIL - PROFILE VIEW

6" MIN. DIA."L" SEE S.201

NOTE:1. PLACE WWF, VERTICAL BEARING BARS, AND HORIZONTAL WALER BARS IN CENTER OF SHOTCRETE.2. FABRICATED NAIL LENGTH SHALL BE "L" PLUS ANY ADDITIONAL LENGTH REQUIRED TO EXTEND A

MINIMUM OF TWO BAR DIAMETERS BEYOND THE HEX NUT.3. CONTRACTOR SHALL PROVIDE PROCEDURE SUBMITTAL FOR LAYERED SHOTCRETE FACE4. MAINTAIN A MINIMUM 2" OF COVER OVER ALL STRUCTURAL ELEMENTS.

SHOTCRETE

NOT TO SCALES.0053

FACING DRAINAGE DETAIL,

SOIL NAIL FACING

NOTE:ADD 1-1/2" DIA. NOMINAL PVC WEEP PIPES FROM DRAIN BOARD THROUGHSHOTCRETE FACE 12" FROM BASE OF SHOTCRETE AT EACH TIER.

12" (TYP)

MATCH HORIZONTAL SPACING (TYP) FOR SOIL NAIL

3 FT MAX.

VERTICAL GEOCOMPOSITEDRAINAGE BOARD STRIP (TYP)

(SEE SPECIFICATIONSFOR REQUIREMENT)

636 TO 38

MESH REINFORCEMENTWWF 4X4 - W4.0 X W4.0

(SET BEHIND PLATE)

PL 1" x 10" x 10" (TYP.)(OVERSIZED CENTER

HOLE = BAR DIA + 1/4")

(2) #4 CONTINUOUS HORIZONTALWALER BARS VERTICALLY SPACED

6" OC AND CENTERED BENEATH PLATE

(2) #4 30" VERTICAL BEARING BARS HORZ SPACED 6" OC

CENTERED BENEATH PLATE

GEOCOMPOSITEDRAINAGE BOARD(FILTER GEOTEXTILEAGAINST SOIL FACE)

WEEPHOLE

TOP OF SHOTCRETE FACING

SHOTCRETELIFT JOINT (TYP)SEE DETAIL 2/S.005

MESH REINFORCEMENT(CENTER IN SHOTCRETE FACING)

PL 1"X10"X10" (TYP.)(OVERSIZED CENTER HOLE) WITHHEADED STUDS SEE DETAILS ON

THIS SHEET

SOIL NAIL

HEX NUT AND BEVELEDWASHER TO MATCH NAIL BAR

CONTINUOUS HORIZONTALWALER BARS

VERTICAL BEARING BARS

BIRD'S BEAK FILLEDWITH SHOTCRETE

#6 SOIL NAIL BAR ORAPPROVED EQUAL

CENTRALIZERS(SPACED 7' MAX.O.C.)

4" 4"

MIN 8" THICK SHOTCRETE FACEOR 1.5" COVER OF NAIL,WHICHEVER IS GREATER

CLEAN SHOTCRETE JOINTS INACCORDANCE WITH THE

SPECIFICATIONS PRIOR TOSHOTCRETING THE NEXT LIFT

BACKFILL LAP TRENCH AT45° ANGLE TO CREATEANGLED JOINT AS SHOWN

GEOCOMPOSITEDRAINAGE BOARD(FILTER GEOTEXTILEAGAINST SOIL FACE)

GEOCOMPOSITEDRAINAGE BOARD

PVC WEEP PIPE (TYP.)

6" FROM FINISHED GRADE

ANCHOR PLATEAASHTO A 36

LENGTH OF PROTRUSION NOTINCLUDED IN NAIL LENGTHSSHOWN ON NAIL SCHEDULE.

SPHERICAL SEAT NUT

BEVELED WASHERGROUT

SOIL NAIL

SHOTCRETE FACING

PREFABRICATED DRAINAGEMAT BTWN. SOIL NAILS

R =

8"

R = 4" (TYP.)4"6"

TH

ICK

SHO

TCR

ETE

1'-8"

EXISTING GRADE

℄ SHOTCRETE GUTTER

PREFABRICATEDDRAINAGE MAT

NATIVE SOIL

PVCCONNECTOR

PIPEPREFABRICATEDDRAIN GRATE DRAIN GRATE

ISOMETRIC VIEWSECTIONAL VIEW

PREFABRICATEDDRAINAGE MAT

SEAL CUT-IN JOINTWITH DUCT TAPE

SHOTCRETEFACING

PVC CONNECTORPIPE

S.005

6

NOT TO SCALE

NAIL HEAD DETAIL

S.005

10

NOT TO SCALES.005

8

NOT TO SCALE

WEEP HOLE DETAIL

SHOTCRETE GUTTER

S.005

9

NOT TO SCALE

PERMANENT FACING DETAIL

SOIL NAIL

WWF 4 x 4 -W4.0 x W4.01' MIN. SPLICE

1½" CLR.MIN.

4"

4"

2"CLR.

1½"

2 #4 (TYP.)

12"Ø x 2" HEADED

STUDS (TYP.)

1½"

3½"

1½"

1"2"

10"

5"

5"

10"

5"

5"3½"

S.005

7

NOT TO SCALE

ANCHOR PLATE DETAIL

CONSTRUCTION FACING

MESH REINFORCEMENT

15 DEG

#6 REBAR ORAPPROVED EQUAL

3'-0"

6" DRILL & GROUT

6" SHOTCRETE

2'-3"

RIP RAP INDRAINAGE DITCH

NOTES:1. THIS DETAIL APPLIES TO PIN

SHOTCRETE SECTION ABOVEDRAINAGE DITCH BUT BELOWEXPOSED ROCK. SEE PROFILEFOR APPROXIMATE LIMITS.

2. SHOTCRETE HEIGHT SHALL BE3FT MINIMUM FOR STA. 0+00 TO1+10.68 AND TO BOTTOM OFEXPOSED SANDSTONE FORSTA. 1+10.68 TO 2+38.

SHOTCRETE AND PIN DETAIL11

S.005 NOT TO SCALE

NOTE:

FORM GUTTER SUCH THAT THEHIGH POINT IS AT 2+38 ANDDRAINS TO STA 0+00.

EXISTING FACEOF SLOPE

15°

WWF 4X4 - W4.0 XW4.0 WITH 3" CC

WWF 4 x 4 -W4.0 x W4.0

SHOTCRETEFACING

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SHEET of

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DRAWN BY

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REVISIONS

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SCALES ACCORDINGLY

APPROVED BY




S.005

6

SLOPE STABILITY DETAILS

THIS DRAWING ISNOT TO SCALE

A

0

G G G GG

G

G

G

G

G

GG

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

SN

SN

SN

SN

SN

SN

SN

SN

SN

SNSN

SNSN

SNSN

0+20

0+40

0+80

1+201+

60

2+00

0+00

0+50

1+00

1+50

2+00

2+38

EXISTING STONEWALL TO REMAIN

EXISTING TOPOF SLOPE

EXISTING BOTTOM OF EXPOSED ROCK

EXISTING DRAINAGE DITCH(TO BE REPLACED)

EXISTING 18" CMP CULVERTFL ELEV.=6357.00'

EXISTING 18" CMP CULVERTFL ELEV.=6370.14'(TO BE REMOVED)(SEE NOTE 1)

APPROXIMATE LOCATION OF DRAINAGE DITCHFLOWLINE (SEE DETAIL 1 ON SHEET C.001)

PROPOSEDLAYOUT LINE

(2) PROPOSED 18" CMPCULVERT (SEE DETAILS2-4 ON SHEET C.001)(SEE NOTE 1)

APPROXIMATE MAXIMUMEXTENT OF SOIL NAILS

BORING B-1

6415

6420

6425

6430

6435

6440

6445

6385

6390

6395

6400

6405

6410

6415

6420

639564006405641064156420

642564306435

APPROXIMATE AREA WHERE SOILNAILS ENCROACH PRIVATE PROPERTY

SHOTCRETE GUTTER EXTENDED TOROADSIDE DRAINAGE DITCH

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SCALES ACCORDINGLY

APPROVED BY




S.100

7

SLOPE STABILITY PLAN

N

SCALE IN FEET

0 20 40 60

SCALE: 1" = 20'

NOTES

1. REMOVE AND REPLACE OF CMP CULVERT IS TOBE COMPLETED IN PHASE 2 OF THIS PROJECT.

2. SOIL NAILS SHALL BE PERPENDICULAR TO FACEOF SLOPE.

3. SHOTCRETE SHALL BE SOLOMON SEDONACOLOR #775 WITH A 4% MIX.

A

0

ELEV

ATIO

N (F

EET)

ELEV

ATIO

N (F

EET)

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

-0+20 0+00 1+00 2+00 2+40

SN SN SN SN SN SN SN SN SN SN SN SN SN SN SN SN SN SN SN

SN

SN

SN

SN

0+00 0+50 1+00

1+50

2+00

2+38

6415

6420

6425

6430

6435

6440

6385

6390

6395

6400

6405

6410

6415

6420

6395

64006405

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SHEET of

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CHECKED BY

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REVISIONS

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SCALES ACCORDINGLY

APPROVED BY




TOP OF SLOPE

BOTTOM OFSHOTCRETE/TOP OF SCALING

TOP OF SLOPE

BOTTOM OF SLOPE

EDGE OF PAVEMENT

S.200

8

SLOPE STABILITY PLAN AND PROFILE

N

SCALE IN FEET

0 10 20 30

SCALE: 1" = 10'

PROPOSED DRAINAGE DITCH FLOWLINE

LEGEND

SHOTCRETE & NAILS (AREA A)

SCALED (AREA B)

SHOTCRETE & PINNED (AREA C)

PROPOSED DRAINAGEDITCH FLOWLINE

SOIL NAIL, SEE TABLE ONSHEET S.200 FOR LENGTHAND SHEET S.005 FORDETAILS (TYP.)

SOIL PIN (TYP.)SEE DETAIL 11ON SHEET S.005

A

0

ELEV

ATIO

N (F

EET)

ELEV

ATIO

N (F

EET)

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

-0+20 0+00 1+00 2+00 2+40

TOP OF SHOTCRETE

EXISTING DRAINAGEDITCH FLOWLINE

S.201

9

SOIL NAIL ELEVATION

PROPOSED DRAINAGEDITCH FLOWLINE, SEE

DETAILS ON SHEET C.001

END PROJECTSTA. 2+38.00

EL. 6384.24'

BEGIN PROJECTSTA. 0+00.00EL. 6385.32'

BEGIN PROJECTSTA. 0+00.00EL. 6401.76'

END PROJECTSTA. 2+15.14EL. 6438.82'

ESTIMATED SURFACE AREA FOR:

AREA A (SHOTCRETE & NAILS): 8,893 SQFT

AREA B (SCALED): 3,521 SQFT

AREA C (SHOTCRETE & PINNED): 1,092 SQFT

SHOTCRETE GUTTER(SEE DETAIL 10 ONSHEET S.005)

BOTTOM OF SHOTCRETE/TOP OF SCALING (VERIFYIN FIELD)

BOTTOM OF SCALING/ TOPOF SHOTCRETE AND PIN

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REVISIONS

1"0

SCALE VERIFICATION



SCALES ACCORDINGLY

APPROVED BY




SCALE IN FEET

0 10 20 30

SCALE: 1" = 10'

SHOTCRETE GUTTER FLOW

DIRECTION (SEE NOTE 4)

0+94.40 TO 2+38

0+00 TO 0+94.40

STATIONRANGE

>25 FT

VERTICALHEIGHT (FT)

≤ 25 FTTOP 3 ROWS

OF NAILSOTHERS

20 FT

L, NAILLENGTH (FT)

30 FT

20 FT

30 FT

SEE NOTE 1

NOTES:

1. SOIL NAIL LAYOUT SHOWN BELOW IS SCHEMATIC. CONTRACTORSHALL LAYOUT SOIL NAILS 5-FEET MAX ON CENTER ALONG SLOPE.MINIMUM NUMBER OF SOIL NAILS SHOWN IN TABLE BELOW.

2. FIRST ROW OF SOIL NAILS SHALL BE 3-FEET MAX BELOW TOP OFSHOTCRETE, TYPICAL.

3. LIMITS OF SHOTCRETE AND SCALING ARE APPROXIMATE ANDSHOULD BE FIELD VERIFIED PRIOR TO START OF CONSTRUCTION.

4. CONTRACTOR SHALL EXTEND SHOTCRETE GUTTER TO FLOWDOWN TO DRAINAGE DITCH AT THE BOTTOM OF THE SLOPE.GUTTER SLOPE SHALL NOT EXCEED A 1:1 SLOPE.

3'-0" MAX (TYP.)

5'-0" (TYP.)

3'-0" MAX (TYP.)

SOIL NAIL, SEE TABLE ON THIS SHEET FORLENGTH AND SHEET S.005 FOR DETAILS (TYP.) AREA A

AREA B

AREA C

CONTINUE GUTTER @ MAX SLOPE OF 1:1TO INTERCEPT LOWER DRAINAGE DITCH

2'-6" MAX (TYP.)

3'-0" MAX(TYP.)

CO

LUM

N 1

CO

LUM

N 4

5

CO

LUM

N 5

CO

LUM

N 1

0

CO

LUM

N 1

5

CO

LUM

N 2

0

CO

LUM

N 2

5

CO

LUM

N 3

0

CO

LUM

N 3

5

CO

LUM

N 4

0

COLUMNNUMBER

MINIMUMNUMBER OFSOIL NAILS

1 52 63 54 75 76 77 78 89 8

10 8

COLUMNNUMBER


11 912 913 1014 1015 1116 1217 1218 1219 1320 9

COLUMNNUMBER


21 822 823 724 725 726 727 728 729 730 7

COLUMNNUMBER


31 732 733 734 735 736 737 738 739 840 8

COLUMNNUMBER


41 842 843 844 745 446 1

3'-0" MAX (TYP.)

A

0

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 40 50 600-10-20-30-40-50-60-70-80-90-1006350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 40 50 600-10-20-30-40-50-60-70-80-90-100

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 40 50 600-10-20-30-40-50-60-70-80-906350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 40 50 600-10-20-30-40-50-60-70-80-90-1006350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 40 500-10-20-30-40-50-60-70-80-90-100

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

6350

6360

6370

6380

6390

6400

6410

6420

6430

6440

6450

6460

0 10 20 30 400-10-20-30-40-50-60-70-80-90-100

CROSS SECTION - STA 0+402

S.100 0 40

SCALE IN FEET

20


S.100 0 40

SCALE IN FEET

20


S.100 0 40

SCALE IN FEET

20


S.100 0 40

SCALE IN FEET

20


S.100 0 40

SCALE IN FEET

20


S.100 0 40

SCALE IN FEET

20

PRO

PER

TY L

INE

PRO

PER

TY L

INE

PRO

PER

TY L

INE

PRO

PER

TY L

INE

PRO

PER

TY L

INE

PRO

PER

TY L

INE

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APPROVED BY




ROADWAY

8" SHOTCRETE FACING

SOIL NAIL (TYP)

S.300

10

CROSS SECTIONS

ROADWAY

8" SHOTCRETE FACING

ROADWAY

8" SHOTCRETE FACING

EDGE OF PAVEMENT

EXISTING DRAINAGE DITCH

EDGE OF PAVEMENTEDGE OF PAVEMENT

EDGE OF PAVEMENT

EDGE OF PAVEMENT

ROADWAY

EXISTING DRAINAGE DITCH

ROADWAY

EXISTINGDRAINAGE DITCH

8" SHOTCRETE FACING 8" SHOTCRETE FACING

SOIL NAIL (TYP)

SCALE AS SHOWN

SOIL PIN (SEE DETAIL11 SHEET S.005)

SHOTCRETE GUTTER (TYP.)(SEE DETAIL 10, SHEET S.005)






ROADWAY

8" SHOTCRETE FACING,USE COLOR SEDONAFROM TRANSIT READYMIX (TYP)

SOIL NAIL (TYP)

EDGE OFPAVEMENT


SEE DETAILSON SHEET C.001










19.44' 10.77'

SOIL NAIL (TYP)

SOIL NAIL (TYP)SOIL NAIL (TYP)

5' MAX (TYP.) 5' MAX (TYP.)5' MAX (TYP.)

5' MAX (TYP.)

5' MAX (TYP.)5' MAX (TYP.)5' MAX (TYP.)

A

0

3'

6'2'

6'

4"

18"18" 18"

6370.14'

CULVERT PLAN5

C.001 NOT TO SCALE

18" CMP CULVERTS6

C.001 NOT TO SCALE

2C.001

6C.001

WASHINGTON AVE ROADWAY

SHOTCRETE

AB B

WASHOUT DEBRIS/LOOSE MATERIALTO BE REMOVED BY CONTRACTOR

15°

A = 2' BELOW ROADWAY OR TOP OF SANDSTONE BEDROCKWHICH EVER OCCURS FIRST

B = 1:1 TYP. SANDSTONE FACE OR STABLE SLOPE MAY BESTEEPER THAN 1:1

TOE DITCH DETAIL STA 0+00 TO 1+10.681

S.100 NOT TO SCALE

RIPRAP DETAIL DETAIL STA 0+00 TO 1+10.682

S.100 NOT TO SCALE

WASHINGTON AVE ROADWAY

6" MIN

GEOSYNTHETIC LINER

6" RIPRAP OR SIMILAR

RIPRAP INSTALLED BY CITY BASED ON SITECONDITIONS AND CITY PRACTICE

WASHINGTON BYPASS ROADWAY

C

C = 3' BELOW ROADWAY OR TOP OF SANDSTONEWHICHEVER IS OCCURS FIRST

TOE DITCH DETAIL STA 1+10.68 TO 2+383

S.100 NOT TO SCALE

WASHOUT DEBRIS/LOOSE MATERIALTO BE REMOVED BY CONTRACTOR

SHOTCRETE AND PIN DETAILSSEE DETAIL 11 ON SHEET S.005

2'-0" WASHINGTON BYPASS ROADWAY

SANDSTONE

RIPRAP DETAIL STA 1+10.68 TO 2+384

S.100 NOT TO SCALE

SHOTCRETE AND PIN DETAILSSEE DETAIL 11 ON SHEET S.005

2'

RIPRAP INSTALLED BY CITY BASED ON SITECONDITIONS AND CITY PRACTICE

6" MIN

GEOSYNTHETIC LINER

6" RIPRAP OR SIMILAR

PIN (DETAIL 11 ON S.005) ORNAIL (DETAIL 1 ON S.005)

111

1

SANDSTONE

EXISTING GRADE

EXISTING GRADE

EDGE OF ASPHALT

EDGE OF ASPHALT

CMP (TYP.)

EDGE OF ASPHALT

EDGE OF ASPHALT

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C.001

11

DRAINAGE DETAILS

THIS DRAWING ISNOT TO SCALE

A

0

G G G

G

G

GG

UE

UE

UE

UE

UE

UE

SN

SN

SN

SN

SN

SNSN

0+00

0+50

1+00

1+50

2+00

2+38

6415

6420

6425

6430

6435

6440

6445 6385

6390

6395

64006405

6410

6415

6420

639564006405641064156420642564306435

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N

C.100

12

EXISTING UTILITIES PLAN

UTILITY CLEARANCE NOTE:

UTILITY LINES AS SHOWN ON THE PLAN SHEETS ARE PLOTTED FROMAVAILABLE INFORMATION. THE CONTRACTOR SHALL NOTIFY ALLAFFECTED UTILITIES AT LEAST 2 BUSINESS DAYS, NOT INCLUDING THEACTUAL DAY OF NOTICE, PRIOR TO COMMENCING SUCH OPERATIONS.THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTEROF COLORADO AT 811, TO HAVE LINES MARKED BY MEMBERCOMPANIES. UNCC DOES NOT LOCATE CDOT OWNED FIBER OPTIC. FORCDOT OWNED UTILITIES CALL TONY KERR AT 719-251-4201.CONTRACTOR IS RESPONSIBLE FOR THE VERIFICATION ANDPROTECTION OF ALL UTILITIES AT NO ADDITIONAL COST TO THEPROJECT.

SCALE IN FEET

0 30 60 90

SCALE: 1" = 30'

EXISTING WATER LINE

EXISTING 18" CMP CULVERT

EXISTING SANITARYSEWER LINE

EXISTING SIGN(TYP.)

EXISTING UTILITYPOLE (TYP.)

EXISTINGWATER LINE

EXISTING GAS LINE

EXISTINGUNDERGROUNDUTILITY LINES

EXISTING SANITARYSEWER MANHOLE

APPROXIMATE AREA WHERE SOILNAILS ENCROACH PRIVATE PROPERTY

APPROXIMATE MAXIMUMEXTENT OF SOIL NAILS

A

0

G G G

G

G

GG

UE

UE

UE

UE

UE

UE

SN

SN

SN

SN

SN

SNSN

0+00

0+50

1+00

1+50

2+00

2+38

BORING B-1

6415

6420

6425

6430

6435

6440

6445 6385

6390

6395

64006405

6410

6415

6420

639564006405641064156420642564306435

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N

C.200

13

MAINTENANCE OF TRAFFIC PLAN

NOTES:

1. TRAFFIC CONTROL AND SIGNAGE PLAN TOBE FINALIZED BY CONTRACTOR ANDAPPROVED BY CITY, CDOT, AND MUTCD.

2. THIS MOT PLAN ONLY APPLIES IF THERAINBOW FALLS BRIDGE IS OPEN(ESTIMATED TIME OF COMPLETION ISMID-SEPTEMBER 2016)

3. CONTRACTOR MUST KEEP ONE LANE FREEALONG WASHINGTON BYPASS FOREMERGENCY ACCESS

ONE LANE,ALTERNATING DIRECTIONS

TEMPORARY TRAFFICSIGNAL / FLAGGER

CONSTRUCTIONEXIT


EMERGENCYENTRANCE

SCALE IN FEET

0 30 60 90

SCALE: 1" = 30'


LEGEND:

APPROXIMATE SLOPE IMPROVEMENT AREA

WASHINGTON AVENUE BYPASSCLOSURE AND SINGLE LANEWASHINGTON AVENUE CLOSURE

EMERGENCY ACCESS LANE, SEE NOTE 3

WASHINGTON AVENUE CLOSURE,2 WEEKS MAXIMUM

WASHINGTON AVENUE BYPASSCLOSURE EXTENDS TO HWY 24

A

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N

SCALE IN FEET

0 150 300 450

SCALE: 1" = 150'

C.300

14

STAGING PLAN

PROJECT SITE

ALTERNATE STAGING AREA

US HIGHWAY 24

HIGGINBOTHAM RD

WASHINGTON BYPASS AVE

WASHINGTON AVE

PRIMARY STAGING AREAWASHINGTON AVE

STAGING AREA

Documents

CONSTRUCTION PLANS - Manitou Springs, Colorado … · fine: aggregate astm c33/aashto m6. soil nail bars: astm a615/aashto m31, grade 75. continuous without splices or welds. couplers