HomeMy WebLinkAboutPlansDESIGNS
,,BUILT FROM THE GROUND UP "
SUNLIGHT MOUNTAI N SKI AREA I SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
RETAINING WALL (RW) CONSTRUCTION ADDRESSED BY THESE DRAWINGS ARE PART OF A SIGNIFICANTLY IARGER PROJECT BEING BUILT BY THE GENERAL CONTRACTOR, WHO HAS SEPARATELY
RETAINEO AN EARTHWORK GRADING CONTRACTOR TO ASSIST IN DEVELOPING THE SITE FOR THE OWNER. THE OWNER HAS RETAINED A PROJECT GEOTECHNICAL ENGINEER TO ADVISE IT ON MATTERS
RELATIVE TO CONSTRUCTION AND WHO WILL BE PROVIDING QUALITY ASSURANCE TESTING AND OBSERVATION OF THE RW CONSTRUCTION WORK FOR THE OWNER. OUTLINED BELOW IS A BRIEF
SUMMARY OF THE RESPONSIBILITIES OF EACH OF THE PARTIES REQUIRED BY THE RW CONSTRUCTION, AS OUTLINED IN THESE DRAWNGS, TO ENSURE A QUALITY CONSTRUCTION PROJECT:
A. GENERAL/EARTHWORK CONTRACTOR SHALL BE RËSPONSIBLE FOR OVERALL SITE GRADING AND STORM WATER CONTROL BEFORE, DURING, AND AFTER RW CONSTRUCTION, UNTIL THE
PERMANENT PAVING AND STORM WATER DRAINAGE CONTROLS ARE ALL IN PLACE AND OPERATIONAL. DAMAGE TO EXISTING RW CONSTRUCTION BY POORLY CONTROLLED STORM WATER
DRAINAGE SHALL NOT BE THE RESPONSIBILITIES THE RW CONTRACTOR OR RW DESIGNER.
B. GENERAUEARTHWORK CONTRACTOR SHALL BE RESPONSIBLE FOR EROSION AND SEDIMENTATION CONTROL, BEFORE, DURING, AND AFTER RW CONSTRUCTION.C. OWNER AND/OR GENERAL CONTRACTOR SHALL PROVIDE SURVEYING SERVICES SUFFICIENT TO LOCATE THE WALL, HORIZONTALLY AND VERTICALLY ON THE SITE FOR CONSTRUCTION PURPOSES.D. GENERAL/EARTHWORK CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A BEARING SURFACE AT THE BOTTOM RETAINING WALL ETEVATION THAT MEETS THE BEARING REQUIREMENTS
SHOWN ON THESE DRAWINGS, THE BEARING SURFACE AND ALL AREAS INTO WHICH THE RW CONTRACTOR WLL PLACE AND COMPACT FILL MUST BE CLEARED, GRUBBED AND ALL DELETERIOUS
SOILS AND/OR ORGANIC MATTER REMOVED TO PROJECT GEOTECHNICAL ENGINEER'S SATISFACTION, AS PROVIDED IN THEIR DAILY PROJECT REPORTING.E. THE OWNER'S PROJECT GEOTECHNICAL ENGINEER SHALL OBSERVE AND PROVIDE WRITTEN APPROVAL THAT THE "ALLOWABLE' BEARING CAPACIW AT THE BOTTOM RETAINING WALL ELEVATION
AND WTHIN THE ENTIRE REINFORCED (GEOGRID) ZONE IN EACH LOCATION MEETS OR EXCEEDS THE MINIMUM REQUIREMENTS SHOWN ON THESE DRAWINGS. THE RW CONTRACTOR WILL NOT
BEGIN CONSTRUCTION WITHOUT THE APPROVAL.
F. THE OWNER AND/OR GENERAL CONTRACTOR SHALL PROVIDE THE FILL SOILS TO THE RW CONTRACTOR TO UTILIZE FOR RW CONSTRUCTION. THOSE FILL SOILS SHOULD BE TESTED PRIOR TO
STARTING RW CONSTRUCTION, AND PERIODICALLY THROUGHOUT THE PROJECT, TO ENSURE THEY MEET THE SPECIFICATION OUTLINED HEREIN. RW CONTRACTOR WILL NOTIFY THE OWNER'S
GEOTECHNICAL ENGINEER AND/OR THE GENERAUEARTHWORK CONTRACTOR WHEN A CHANGE IN FILL SOIL APPEARANCE, CONSISTENCY, OR GRADATION LOOKS TO BE DETRIMENTAL, OR HAS
REASON TO BELIEVE THE SOIL BEING PROVIDED DOES NOT MEET THE PROJECT SPECIFICATIONS. HOWEVER, THE OWNER'S GEOTECHNICAL ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING
WHETHER THE FILL MATERIALS MEET AND ARE PLACED ACCORDING TO THE SPECIFICATIONS IN THESE DRAWINGS.G, THE OWNER AND/OR OWNERS REPRESENTATIVE SHALL BE RESPONSIBLE FOR CONTRACTING THE SPECIAL INSPECTOR AND OBTAINING SUFFICIENT DATA THROUGHOUT THE RW CONSTRUCTION
TO SATISFY THE REQUIREMENTS OF THE LOCAL GOVËRNING AUTHORITY TO SECURE APPROVAL OF THE RETAINING WALL CONSTRUCTION AND BY PERFORMING THE DUTIES OUTLINED IN
SPECIFICATION 8.0.
SHEET INDEX
SHEET DESCRIPTION
TITLE SHEET
CONSTRUCTION NOTES
CONSTRUCTION NOTES
WALL LOCATION PLAN VIEW
WALL 1 ELEVATION
WALL 2 ELEVATION
WALL 3 ELEVATION
WALL SECTION A-A
WALL SECTION B-B
CONSTRUCTION DETAILS
RW-1.0
RW-2.0
RW-2.1
RW-3.0
RW4.O
RW-4.1
RW4.2
RW-s.0
RW-s.1
RW-6.0
191
8/6/23
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0 06 AUG 2023 RELEASED FOR CONSTRUCTION CF CF BD
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.No.Date R€v¡s¡on Drawn Design Check
Signatuß Stons
211 30lh Sl., Græley, CO 80631
(970) 351,0270
M.signeturestone,com
Sales:
Seth Clârk
(970) 539-2201
sclark@signâlureslone.com
TITLE SHEEÏ
06 AUG 2023 N.T.S
Titl6:
Daler Scalel
SEGMENTAL RETAINING WALL PLANS
Projecl No:
23SS1014
Shæt No:
RW-í.0
SUNLIGHÏ MOUNTAIN SKI AREA -
SEGUNOO LIFT TERMINAL
GLENWOOD SPRINGS, CO
9i:.10i.1 r 90
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7 CONSTRUCTION NOTES
ïitle:
þ
5
4
5
SUNLIGHT MOUNTAIN SKI AREA
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
SEGMENTAL RETAINING WALL PLANS
1
CF CF BDRELEASED FOR CONSTRUCTION006 AUG 2023 N.T.S.
Scâlo:Shæt Noi
RW-2.0
I,f) MA
BACKFILL SOILS
1.'1.1 REINFORCED FILL 1 MATERIALS SHALL BE APPROVED IN WRITING BY GEOWALL DESIGNS
AND THE OWNER'S REPRESENTATIVE AND SHALL MEET THE STRENGTH REQUIREMENTS
AS DEFINED IN SECTION 6.0. THE REINFORCED BACKFILL MATERIAL SHALL MEET THE
FOLLOWING GRADATION:
SIEVE SIZE PERCENT PASSING314" 75-100o/oNo.4 30-50%No.50 15-50%No.200 5-35%
PLASTICITY INDEX (PI) LESS THAN 4
THE PH SHALL BE BETWEEN 3 AND 9.
1.1,2 REINFORCED BACKFILL AND RETAINED SOIL/FILL MATERIALS SHALL BE FREE OF EXCESS
MOISTURE, ROOTS, MUCK, SOD, SNOW, FROZEN LUMPS, ORGANIC MATTER OR OTHER
DELETERIOUS MATERIALS. ALL ROCK PARTICLES AND HARD EARTH CLODS SHALL BE
LESS THAN FOUR INCHES IN THE LONGEST DIMENSION. REINFORCED BACKFILL
MATERIALS WHICH DO NOT MEET THIS CRITERIA SHALL BE CONSIDERED UNSUITABLE
AND REMOVED.
1.1.3 DRAINAGE FILL AND RETAINED SOIL 2 SHALL CONSIST OF CLEAN CRUSHED STONE'
CRUSHED GRAVEL, OR CRUSHED RECYCLED CONCRETE MEETING THE FOLLOWING
GRADATION TESTED IN ACCORDANCE WITH ASTM C-136:
2.0 TECHNICAL REOUIREMENTS
2.1 THE OWNER'S REPRESENTATIVE OR GRADING CONTRACTOR SHALL SUBMIT TO GEOWALL
DESIGNS THE GRADATION AND STRENGTH PARAMETERS OF THE REINFORCED BACKFILL
MATERIAL, RETAINED SOIL/FILL AND FOUNDATION SOIL, FOR APPROVAL PRIOR TO
PROCEEDING WITH CONSTRUCTION. WORK SHALL NOT PROCEED UNTIL THIS SUBMITTAL IS
APPROVED BY GEOWALL DESIGNS.
PRIOR TO CONSTRUCTION OF THE WALLS, THE GRADING CONTRACTOR SHALL CLEAR AND
GRUB THE REINFORCED BACKFILL ZONE AREA, REMOVING TOP SOILS, BRUSH, SOD OR OTHER
ORGANIC OR DELETERIOUS MATERIALS. ANY UNSUITABLE SOILS SHALL BE OVER-EXCAVATED,
REPLACED AND COMPACTED WITH REINFORCED BACKFILL MATERIAL TO PROJECT
SPECIFICATIONS OR OTHERWISE DIRECTED BY THE OWNER'S GEOTECHNICAL ENGINEER'
THE GEOTECHNICAL ENGINEER SHALL CONFIRM THAT THE SITE HAS BEEN PROPERLY
PREPARED AND THE DESIGN PARAMETERS IN SECTION 6.0 ARE APPROPRIATE PRIOR TO FILL
PLACEMENT. A WRITTEN CONFIRMATION SHALL BE PROVIDED TO GEOWALL DESIGNS PRIOR
TO FILL PLACEMENT,
F|LL SHALL BE PLACED lN HORIZONTAL LAYERS NOT EXCEEDING 10" (lNcHES) lN
UNCOMPACTED THICKNESS FOR HEAVY COMPACTION EQUIPMENT. FOR ZONES WHERE
COMPACTION IS ACCOMPLISHED WITH HAND OPERATED EQUIPMENT, FILL SHALL BE PLACED IN
HORTZONTAL LAYERS NOT EXCEEDING 6', (INCHES) lN UNCOMPACTED THICKNESS. ONLY
HAND.OPERATED EQUIPMENT SHALL BE ALLOWED WITHIN THREE FEET OF THE BACK FACE OF
WALL FACING.
FILL MATERIALS SHALL BE PLACED FROM THE BACK OF THE FACING UNITS TOWARDS THE
ENDS OF THE GEOGRID TO ENSURE FURTHER TENSIONING OR AS DIRECTED BY THE
MANUFACTURER.
TESTING METHODS AND VERIFICATION OF FILL SHALL BE COMPACTED AS SPECIFIED BY
PRoJECT SPEC|F|CAT|ONS OR TO A MTN|MUM 95% (98% MINIMUM FOR WALLS EXCEEDING '10
FT) oF THE MAXTMUM DRy DENSITv AND WtTHtN +l-2% oF THE OPTIMUM MOISTURE CONTENT
IN ACCORDANCE WITH STANDARD PROCTOR (ASTM D698). MATERIAL SPECIFICATIONS AND
COMPACTION TESTING IS THE RESPONSIBILITY OF THE OWNER'S REPRESENTATIVE.
2.6.1 WHERE COMPACTION OF STONE BACKFILL CANNOT BE VERIFIED USING IN-SITU FIELD
DENSITY TEST METHODS, THE FILL SHALL BE COMPACTED USING APPROPRIATE
VIBRATORY EQUIPMENT AS APPROVED BY THE SITE GEOTECHNICAL ENGINEER. THE
CONTRACTOR SHALL MAKE A SUFFICIENT NUMBER OF PASSES WITH APPROVED
ROLLING EQUIPMENT UNTIL THE SURFACE SHOWS NO VISIBLE SIGN OF FURTHER
CONSOLIDATION. THE SITE GEOTECHNICAL ENGINEER SHALL APPROVE MEANS AND
METHODS AND VERIFY COMPACTION.
WHERE REQUIRED, CAP UNITS SHALL BE PERMANENTLY SECURED TO THE BLOCK UNITS USING
AN OUTDOOR CONSTRUCTION ADHESIVE FOR CONCRETE MASONRY OR HARDSCAPES SUCH
AS LIQUID NAILS (OR EOUIVALENT). ADHESIVE SHALL BE PLACED PER MANUFACTURERS
RECOMMENDATIONS.
AN APPROVED SET OF CONSTRUCTION DRAWINGS AND CONTRACT SPECIFICATIONS SHALL BE
ON-SITE AT ALL TIMES, DURING CONSTRUCTION OF THE RETAINING WALLS.
2.2
2.3
2.5
2.7
3.0 GEOGRID PLACEMENT
3.1 GEOGRID SHALL BE PLACED AT THE LOCATIONS AND ELEVATIONS SHOWN ON THE
CONSTRUCTION DRAWINGS.
3.2 GEOGRID LENGTH SHALL BE AS SHOWN ON THE CONSTRUCTION DRAWINGS. GEOGRID
LENGTH IS MEASURED FROM THE FRONT FACE OF WALL UNITS TO THE TAIL OF GEOGRID
UNLESS OTHERWISE NOTED.
3,2,1 GEOGRID REINFORCEMENT SHALL BE CONTINUOUS THROUGHOUT THEIR EMBEDMENT
LENGTH(S).
3.2.2 GEOGRID SHALL BE PLACED AT THE COVERAGE AS SHOWN IN 6.2.1
3.3 PRIOR TO PLACING FILL, THE GEOGRID MATERIALS SHALL BE PLACED IN BETWEEN BLOCK
COURSES. REMOVE GEOGRID SLACK AND ANCHOR GEOGRID PRIOR TO FILL PLACEMENT AND
COMPACTION.
CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY ON THE GEOGRID. A
MINIMUM FILL THICKNESS OF SIX INCHES IS REQUIRED FOR OPERATION OF TRACKED
VEHICLES OVER THE GEOGRID. TURNING OF VEHICLES SHOULD BE KEPT TO A MINIMUM TO
PREVENT DISPLACING THE FILL AND/OR THE GEOGRID.
3.5 GEOGRID SHALL BE ROLLED OUT WITH THE LONG AXIS OF THE APERTURES (MACHINE
DtRECTION) PERPENDICULAR TO THE WALL FACE FOR UNIAXIAL GEOGRID.
3.6 A MINIMUM OF 3 INCHES OF FILL MATERIAL SHALL BE PLACED BETWEEN OVERLAPPING LAYERS
OF GEOGRID, UNLESS OTHERWISE SHOWN.
4,q çHAÌ,¡_gEs
4.1 NO CHANGES TO THE GEOGRID I.AYOUT, INCLUDING, BUT NOT LIMITED TO, LENGTH, GEOGRID
TYPE, OR ELEVATION, SHALL BE MADE WITHOUT THE EXPRESSED PRIOR WRITTEN CONSENT
OF GEOWALL DESIGNS.
4.2 NO CHANGES TO THE WALL FACING WPE SHALL BE MADE WITHOUT THE EXPRESSED PRIOR
WRITTEN CONSENT OF GEOWALL DESIGNS.
5,0 DRAINAGE
5.1 AT THE END OF EACH WORK DAY, BACKFILL SURFACE SHALL BE COMPACTED WITH A SMOOTH
PLATE COMPACTOR TO MINIMIZE PONDING OF WATER AND SATURATION OF THE BACKFILL
5.2 PERMANENT AND TEMPORARY SURFACE WATER DIVERSION AND EROSION CONTROL SHALL BE
AS REQUIRED AND PROVIDED BY THE OWNER OR OWNER'S REPRESENTATIVE. SURFACE
WATER SHALL BE DIVERTED AWAY FROM THE REINFORCED FILL ZONE AND WALL FACE DURING
WALL CONSTRUCTION OR AT THE END OF EACH WORK DAY.
1.1
3.4
2.4
2.6
SIEVE SIZE
1.s',
1.0,
1t2"
No.4
No. I
PERCENT PASSING
100%
95-100%
25-60Yo
0-10%
0-5%
LOSS BY WASHING 2.0% MAX
1.1 ,4 LEVELING PAD SHALL CONSIST OF DENSE.GRADED, OPEN.GRADED CRUSHED STONE OR
CRUSHED GRAVEL. IF OPEN GRADED AGGREGATE IS USED IN WATER APPLICATION,
LEVELING PAD SHALL BE WRAPPED WITH NON.WOVEN GEOTEXTILE.
1,2 GEOGRID REINFORCING TYPE SHALL BE AS SHOWN OR APPROVED EQUAL, THE GEOGRID
MANUFACTURER SHALL PROVIDE A MATERIAL CERTIFICATION THAT THE PRODUCT SHIPPED
TO THE PROJECT MEETS OR EXCEEDS THE ULTIMATE, LONG TERM DESIGN STRENGTH, AND
CONNECTION STRENGTH USED IN THE DESIGN.
1,3 BLOCK FACING SHALL BE REDI.ROCK, 28" AND 41' UNITS. UNITS SHALL MEET ASTM C1372 FOR
DRY CAST BLOCK OR C1776 FOR WET CAST CONCRETE, EXCEPT MANUFACTURED CONCRETE
VERTICAL DIMENSIONAL TOLERANCE SHALL BE +I- 1116"' CONCRETE SHALL BE OF ORIGINAL
PRODUCTION MIX WITH A MINIMUM COMPRESSIVE STRENGTH OF 4,500 PSI. AIR CONTENT, MIX
DESIGN, ABSORPTION, AND FREEZE THAW EXPOSURE CLASS SHALL MEET THE
SPECIFICATIONS AS REQUIRED BY THE CONTRACT DOCUMENTS AND INDUSTRY BEST
PRACTICES.
1.4 FTLTER FABRIC SHALL BE 4 ozlsy (MlN.) NON-WOVEN, NEEDLE PUNCHED, POLYPROPYLENE
GEOTEXTILE - ERS 4OON OR EQUAL.
1,5 DRAIN PIPE SHALL BE 4" DIAMETER SINGLE WALL HDPE PIPE WITHOUT FILTER SOCK' OR
APPROVED EQUAL, PIPE AND PIPE FITTINGS SHALL MEET ASTM F4O5 AND F667. 4- FLEX DRAIN
IS A PRE APPROVED ALTERNATE.
2.8
8/6/23
'1 91
23SS1014
No:
06 AUG 2023
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Signaturs Stone Sales:
211 30th St., Greel6y, CO80631 Soth Clark
)'"nr;
(970) 539-2201
sclark@signaturestone.com
(970) 351-0270
M.s¡gnaturestone.com
Drawn Design CheckNo.Date Revision
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY,
ANY PARTY ACCEPTING THIS
OOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7 CONSTRUCTION NOTES
Tit¡€:
6
4
â
2
CF BDCFRELEASEO FOR CONSTRUCTION006 AUG 2023
6.0 DESIGN PARAMETERS
6.1 DESIGN OF THE REINFORCED SOIL STRUCTURE IS BASED ON THE FOLLOWING EFFECTIVE
PARAMETERS (COHESION ONLY APPLICABLE FOR GLOBAL STABILITY):
ZONE DESCRIPTION 0 c'Y
REINFORCED SOIL 1
RETAINED SOIL.l
RETAINED SOIL 2
FOUNDATION SOIL 1
CLAYEY GRAVEL - GC 28"O PSF 125 PCF
SANDY LEAN CLAY - CL 25'75 PSF 125PCF
GRAVEL - GP 38"O PSF 1 10 PCF
SANDY LEAN CLAY - CL 25'200 PsF 125 PCF
6.1.1 DESIGN METHODOLOGY: NCMA THIRD EDITION, IBC-2018' AND ASCE 7-16
6.2 FACTORS OF SAFETY
6,2.1 INTERNALSTABILITY:
6.6 HYDRAULICCONDITIONS
6.6.1 WATERAPPLICATION
THE DESIGN DOES NOT CONSIDER HYDROSTATIC WATER PRESSURE AND ASSUMES
WATER IS SUFFICIENTLY BELOW BOTTOM OF STRUCTURE SO AS NOT TO INFLUENCE
STRUCTURE STABILIW.
6.6.2 EROSION CONTROUPREVENTION
THE CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE IS MAINTAINED BOTH DURING AND
AFTER CONSTRUCTION. EROSION PREVENTION AND PROTECTION SHALL BE MAINTAINED
ABOVE AND BELOW THE RETAININGW ALL AS DESIGNED BY OTHERS. ALL DOWNSPOUTS,
SWALES, AND DRAINAGE FEATURES SHALL BE DIVERTED AWAY FROM THE WALL
LOCATIONS.
6.7 WrND LOADING (ASD)
WIND LOAD HAS NOT BEEN EVALUATED IN THE DESIGN OF THE BELOW GRADE STRUCTURE. ALL
ABOVE FREE STANDING STRUCTURES PLACED WITHIN A 1H:1V OF THE WALL FACING SHALL BE
RELOCATED OR REDESIGNED AS TO NOT APPLY ANY ADDITIONAL LATERAL LOADING.
7.0 sPEclAL PROVISIONS
7.1 THE DESIGN PRESENTED HEREIN IS BASED ON SOIL PARAMETERS, FOUNDATION CONDITIONS,
GROUNDWATER CONDITIONS, AND LOADINGS STATED IN SECTION 6.0., AND INTERPOLATED
FROM INFORMATION PROVIDED BY OTHERS. GEOTECHNICAL DATA IS INTERPOLATED FROM
REPORT PREPARED BY KUMAR & ASSOCIATES, INC., REPORT #:22-7.il}, DATED 1112312022,
7.2 WALL ELEVATION VIEWS AND LOCATIONS AND GEOMETRY OF EXISTING STRUCTURES AND
GRADE ABOVE AND BELOW THE WALLS MUST BE VERIFIED BY THE CONTRACTOR, TO MATCH
ELEVATIONS SHOWN IN THE CONTRACT DOCUMENTS, PRIOR TO CONSTRUCTION.
7,9 GEOWALL DESIGNS ASSUMES NO LIABILITY FOR INFORMATION SUPPLIED BY OTHERS SUCH AS
GEOTECHNICAL REPORT, SITE PLAN, AND WATER ELEVATIONS.
7,4 THE SOIL DESIGN PARAMETERS STATED IN SECTION 6.0 SHALL BE VERIFIED BY THE PROJECT
GEOTECHNICAL ENGINEER. WRITTEN VERIFICATION OF DESIGN PARAMETERS SHALL BE
SUBMITTED TO GEOWALL DESIGNS AND THE OWNER'S REPRESENTATIVE PRIOR TO
COMMENCING WITH CONSTRUCTION.
7.5 IF ANY ROCK FORMATIONS AND/OR GROUNDWATER (NOT ADDRESSED WITHIN THESE PLANS)
ARE ENCOUNTERED DURING THE CONSTRUCTION OF THIS WALL, IMMEDIATELY CONTACT
GEOWALL DESIGNS AT 952.3034190 AND THE OWNER'S REPRESENTATIVE.
7.6 ANY REVISIONS TO DESIGN PARAMETERS STATED IN SECTION 6.0 OR STRUCTURE GEOMETRY
SHALL REQUIRE DESIGN MODIFICATIONS PRIOR TO PBOCEEDING WITH CONSTRUCTION.
7.7 ALL PIPES AND UTILITIES WITHIN lOO FEET OF THE RETAINING WALL MUST BE CONSTRUCTED
WITH WATER TIGHT JOINTS.
7.8 THE SITE GEOTECHNICAL ENGINEER OR OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE
FOR EVALUATING TOTAL AND DIFFERENTIAL SETTLEMENTS.
7.9 THE OWNER OR OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR THE SELECTION OF
PERMANENT EROSION PROTECTION AND PERMANENT VEGETATION FOR SLOPES LOCATED
ABOVE OR BELOW THE PROPOSED RETAINING WALL(S).
8.0 OUALITY RANCE
8.1 DUTIES OF THE SPECIAL INSPECTOR:
8.1.1 THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING SPECIAL INSPECTION
FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.
8.,I.2 THE SPECIAL INSPECTOR SHALL FURNISH REPORTS TO BE KEPT AT THE SITE FOR USE BY
THE BUILDING OFFICIAL, THE CONTRACTOR, AND THE ENGINEER OF RECORD. IF SPECIAL
INSPECTION IS PROVIDED BY ANYONE OTHER THAN THE ENGINEER OF RECORD, REPORTS
SHALL BE SUBMITTED TO THE OFFICE OF THE ENGINEER OF RÊCORD ON A WEEKLY BASIS.
ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN IF UNCORRECTED, TO THE DESIGN AUTHORITY AND THE BUILDING
OFFICIAL.
8.1.3 UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL INSPECTOR SHALL COMPLETE
AND SIGN A FINAL REPORT CERTIFYING THAT TO THE BEST OF HIS/HER KNOWLEDGE, THE
WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE
APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
8,2 SEE THE'SPECIAL INSPECTION SCHEDULE" FOR THE TYPES, EXTENTS, AND FREQUENCY OF
SPECIFIC ITEMS REQUIRING SPECIAL INSPECTIONS AS PART OF THIS PROJECT.
SPECIAL INSPECTION SCHEDULE
REQUIRED SPECIAL
INSPECTION AREAS
FREQUENCY OF TESTING
COMMENTS:
CONTINUOUS PERIODIC
RETAINING WALLS
GEOGRID X
INSPECTION SHALL BE MADE OF THE
WPE, LOCATION, ORIENTATION, AND
EXTENT OF GEOGRID PLACEMENT IN
EACH WALL
DRAIN TILE
:NSTALLATION
X
INSPECTION SHALL BE MADE OF THE
PLACEMENT, LOCATION, AND VENTING
TO DAYLIGHT
solLs
EXCAVATIONS X
VERIFY EXCAVATION ARE EXTENDED TO
PROPER DEPTHS AND HAVE REACHED
REQUIRED MATERIAL SUFFICIENT TO
SUPPORT THE DESIGN
FIELD DENSITY X IN ACCORDANCE WITH ASTM 0.6938 OR
ASTM D-1556
MOISTURE-DENSITY
RELATIONSHIPS
X
IN ACCORDANCE WITH AASHTO OR ASTM
CRITERIA AS SPECIFIED FOR SUBGRADE,
LEVELING PAD, AND BACKFILL
GRADATION
ANALYSIS
X IN ACCORDANCE WITH ASTM D422
WALL BACKFILL X
VERIFY USE OF PROPER MATERIALS
DENSITIES, LIFT THICKNESS DURING
PLACEMENT AND COMPACTION OF
BACKFILL
TESTING MAY BE PERIODIC IN NATIJRE BUTCONflNUOUS THROUGHOU¡CONSIRUCI/ONAS REQUIRED BY IgC.
MIN, FACTOR OF SAFETY FOR GEOGRID PULLOUT =
MlN. FACTOR OF SAFETY FOR BLOCK CONNECTION =
MlN. FACTOR OF SAFETY FOR FACING STABILITY =
MlN. FACTOR OF SAFETY FOR SLIDING AT LOWEST GEOGRID =
PERCENT COVERAGE OF GEOGRID =
6.2.2 EXTERNAL STABILITY:
MlN. FACTOR OF SAFETY FOR OVERTURNING (GRAVITY)=
MlN. FACTOR OF SAFETY FOR OVERTURNING (MSE) =
MlN. FACTOR OF SAFETY FOR SLIDING =
MlN. FACTOR OF SAFETY FOR BEARING (THEORETICAL)=
6.2.3 OVERALL / GLOBAL STABILITY:
MlN. FACTOR OF SAFETY FOR GLOBAL STABILITY (NON-CRITICAL)=
6.2.4 SEtSMIC
MIN. FACTORS OF SAFETY ARE 75% OF STATIC CONDITIONS
1-SECOND DESIGN PEAK GROUND ACCELERATION =
6.3 SURCHARGE LOADING
LIVE LOAD (LANDSCAPE AREAS) =
LIVE LOAD (ROAD/PARKING AREAS)=
DEAD LOAD =
1.5
1.5
1.5
1.5
25% TOP/BOTTOM
50% MIDDLE
1.5
2.0
1.5
2.0
1.3
0.149
't00 PsF
250 PSF
N/A
6.4 BEARING
6.4.1 APPLIED BEARING
MAXIMUM APPLIED BEARING PRESSURE = (SEE ELEVATION VIEWS)
6.4.2 ULTIMATE BEARING CAPACITY CALCULATED USING SOIL PARAMETERS NOTED IN SECTION
6.0 AND GEOMETRIC PROPERTIES OF THE RETAINING WALL. GEOTECHNICAL ENGINEER
SHALL DETERMINE ACTUAL BEARING CAPACITY BASED ON FIELD CONDITIONS AND
LABORATORY RESULTS.
6.5 FENCE LOADING
WALLS ARE NOT DESIGNED FOR ANY CONCENTRATED FENCE LOADS. SLEEVE-ITS SHALL BE
USED WHERE POSTS CANNOT BE PLACED A MINIMUM OF 3.OO' FROM WALL FACE. CONTRACTOR
TO VERIFY POST SPACING UTILIZED DOES NOT EXCEED LOAD LIMITS BASED ON IBC LOADING
FOR PEDESTRIAN HANDRAILS OR THE DESIGN LOAÐ, WHICHEVER IS GREATER.
N
816123
191
ffi
ÉnBsrcNsg
,I]UILT FROM TIIE CROLJND UP'
Projecl No:Shæt No:
RW-2.1N,T.S
Scals:
23SS1014
SEGMENTAL RETAINING WALL PLANS
Dåtei
06 AUG 2023
SUNLIGHT MOUNTAIN SKI AREA.
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
i\'lN: I 513 ( l.lljf ROAI) l:. lllllìNSVI t t-l:. ltl\ 5i-1'i?
( Or 1350 \\'(lOl)\4OOR ì)RIIl: Stlrll' :()1. Nl(JNtiÑ11:\ L C() ll0l:Ì:
t)5:.101.1¡90
\\\\ \\ .( i l:()\\'Àl-Ll)t:S l( i\S.C( )lt1
Drawn Design Check
Signaturc Ston€
211 30th St., Græley, CO 80631
(970) 351-0270
w,s¡gnaturestone,com
Salos:
Seth Clark
(970) 539-2201
sclark@signatureslone.com
)'j'ní
No.Dete Revision
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IÏ
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLc.
7 WALL LOCATION PLAN VIEW
fltlel
6
À
4
?
2
I
CF CF BD006 AUG 2023 RELËASED FOR CONSTRUCTION
?3 \l/4
NOTE:
1. SITE PLAN IS FOR ILLUSTRATIVE PURPOSES ONLY AND IS
TAKEN FROM THE CONTRACT PLANS PREPARED BY IRON
MOUTAIN ENGINEERING, INC. LAST DATED 06/1412023.
*2. NORTH ARROW DIRECTION IS APPROXIMATE, REFER TO
CONTRACT PLANS FOR ACTUAL HEADING,#
3. REFER TO CONTRACT PLANS FOR ALL HORIZONTAL
ALIGNMENT AND ACTUAL SITE GEOMETRY.
LEGEND:
9i'
-
TOPOFWALL
F
ììP APPROXIMATE GEOGRID COVERAGE
314i C1
. -: ú-a r?L E'41 41iLÊl ¿-41 !ì0
SCALE UNIT
_ 1r¡r
I
20 10 0 20 40
l¡
I
EI
f
'Çr!-.1,
s:
-a 0r;
61 42 5'42
Ft n1)a
\Ë 48 83
l5I..
812e 3C
I
",¡.a
ì.i.
Knowwhafs BEI-OW
CALL before you d¡9.
BEGIN WALL 2
RW-STA. OO.OO
END WALL 2
RW-STA.120.75
BEGIN WALL 1
RW-STA. OO,OO
END WALL 1
RW-STA.65.17
0
0
8/6/23
191
ffi
ÉoBsrcNsg.ÉB
Sheet No:
23SS1014
No:
RW-3.0
SEGMENTAL RETAINING WALL PLANS
Dato:
06 AUG 2023
S€ls:
1" =20'
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
951..10.ì.41(Xl
\\'\\'\\'.(ì l:()\\'Âl. l-l)l:S lGN S.( ON1
"BUILT FROM TI.IE CROUND UP''
[1¡i: 15.18 ( l-ll'l ROAI) [. l]URNSVII-LL. l\1h 5Jll?
( 0: I lì50 \\'OOl)N'lOOlì l)l{l \/ll SUI ll: 20 I. l\4ON tJ['l I]l\'¡ . ( 0 fif) I :Ì2
Drawn Design Check
Signaturo Stono Salos;
211 30th Sl., Gmley, CO 80631 Seth Clarfi
(970) 351.0270 (970) 539-2201
w.signaturestonê.com sclark@signalur€stone.com
lt/"'n(;
No.Date Rev¡sion
THIS DRAWNG IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7 WALL LOCATION PLAN VIEW
Title:
6
I
4
2
1
CF CF BD006 AUG 2023 RELEASED FOR CONSTRUCTION
NOTE:
1, SITE PLAN IS FOR ILLUSTRATIVE PURPOSES ONLY AND IS
TAKEN FROM THE CONTRACT PLANS PREPARED BY IRON
MOUTAIN ENGINEERING, INC. LAST DATED 06/14/2023.
2. NORTH ARROW DIRECTION IS APPROXIMATE, REFER TO
CONTRACT PLANS FOR ACTUAL HEADING.
3, REFER TO CONTRACT PLANS FOR ALL HORIZONTAL
ALIGNMENT AND ACTUAL SITE GEOMETRY.
\
9¿90.LEGEND:
-
TOPOFWALLffiAPPROXIMATE GEOGRID COVERAGE
SCALE UNIT
9?9 20 10 0 20 40
iW:9301 Oil E_:9297 4g-
00
EL 9298
Eaæ of€\,n i9
00
9305 00
Know what's BELOW.
CALL before you dig.
3f
c
ð
END WALL 3
RW-STA.8O.5O
BEGIN WALL 3
RW-STA. OO.OO
0
0
N
8/6/23
191
Sheêt No:
23SS1014 RW-3,1
No:
SEGMENTAL RETAINING WALL PLANS
95:..ì0i.1 I 90
\\'\\ \\' (ì liO\\':\l. l.l)l:Sl(iN S.COi\'l
"ttUILT I"'ROlt4 TLIE GROUND UP"
Datel
06 AUG 2023
Søl€:
1" =20'
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
l\lN: l5.llt ( t.ll'l ROAf) L, lìURNS\rlLt.l:. N'lN 55ll?
((): lll50\\'OOl)l\'l(X)lì l)RlVt,StrlTli20l. l\lONtJNll:N].(()x0ll2
ÉrBslcNSF
Design Check
Signaluro gtono
21 I 30lh St., Greel€y, CO 80631
(970) 351-0270
w.signatureslone.com
Sålos:
S€th Clark
(970) 539-2201
sclark@signaluresiono.com
','rili
l:-/
DrawnNo.Date Revlsion
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7 WALL 1 ELEVATION
Titlâ:
6
4
2
2
I
CF CF BD0ô AUG 2023 RELEASED FOR CONSTRUCTION0
GENERAL NOTES:1. ALL ELEVATIONS AND DISTANCES ARE SHOWN IN FEET ALONG FACE OF
WALL.
LEGEND:
TOp OF WALL ELEVATTON (TOP OF BLOCK)
BOTTOM OF WALL ELEVATION (BOTTOM OF BLOCK)
TW EL= XX.XX
BW EL= XX.XX2. MINIMUM REINFORCEMENT LENGTH (RLMN) lS LISTED ALONG WALL FRONT
FACE PROFILE. MINIMUM LENGTH IS MEASURED FROM FRONT FACE OF
BLOCK TO TAIL OF GEOGRID,
FINISHED GRADE LINE
SFSO.PC GEOGRID3. THE WALLS SHALL BE CONSTRUCTED USING REDI'ROCK: 28" AND 41"
UNITS AND SFSO-PC GEOGRID SOIL REINFORCEMENT. SEE SHEET RW.2.O
FOR MATERIAL SPECIFICATIONS.-(SFB0-PC)--<-
4, SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE
BLOCK SYSTEM SHOWN.
oqo
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U)
=É.
JU)
Éãz.d6z
Hg
d¡
t\
oi
Fa
É
É.
U) U>ffıı
É.tozñs
dì
oq
(o
rÜ
FØI3
É.
U)fo
ú.ozul
F-
d(o
t-
U)
=É.
JJ
=oz
t¡J
TW EL=8129.00 TW EL=8129.00
f-
Lrlt¡lg
zotr
uJJt¡l
8130.00
8128.00
8126.00
8124.00
8122.00
8120.00 BW EL=8123.00
8130.00
8128.00
8126.00
8124.00
8122.00
8120.00
t-
UJ
UJ
L.l-
zo
F
utJ
LIJ
BW EL=8124,50
BW EL=8.124.50
BW EL=8121.50 F/G AT BOTTOM OF WALL
MAX. APPLIED BEARING = 1,500 PSF
17
0 10 20 30 40 50 60
WALL 1 ELEVATION
DISTANCE SHOWN IN FEET ALONG FRONT FACE
A.A
28T , 28-t 28T . 28T ,, GC _28ï 28T 281 , 28r ,GC 281 ' 28T 281 281
-Pc 28¡¡-pc 28M-PC 28M-PC 28MÐe18N.PC 28M-PC 28M-PC 28M-PC 28M.tsï¡:ffi rC- 28M-PC 28M-PC:28M-PC 28[
tsM-pc 2sM-pC 28¡/tP4,28li[-Pc 288-Pc28M-PC 28M-PC 28¡-PC 2¡M-PC
28B.PC 288-PC28B-PC 288-PC 28B-PC
RL y¡¡ = 13.0
(WALL FACING: REDI-ROCK 5.2")
8t6/23
191
1" = 10'06 AUG 2023
Scele:Dale:
SEGMENTAL RETAINING WALL PLANS
95t tì0:Ì .1t90
\\'\\' \\'.(ìll)\\'^ LLDt:Sl(;NS.( Ol\'l
,BUII,T FROM TIIE GROUND UP'
Shæt Nol
RW4.O
Projecl Nol
23SS1014
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
N1N: I 51li ( t |fl: ROA I) l:. IIUIìNSVII-t-!. ì\4N 55-ll7
c():Iris()\\jt)Ol)VlOa)lìl)llIVl,StÌl.ll:l(il.l\1O¡itjl\tl,N1.(0l{0l-12
ÉnssrcNs=
Drawn Design Check
Signaturo Stons Sales:
211 30th St., Græl€y, CO 80631 Ssth Clark
(970) 351.0270 (970) 539-2201
M.slgnâtuÞstong,com sclark@signalursstone,com
No.Date Revis¡on
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY,
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7 WALL 2 ELEVATION
Titlê:
6
4
2
CF CF BD006 AUG 2023 RELEASED FOR CONSTRUCTION
GENERAL NOTES:LEGEND
ALL ELEVATIONS AND DISTANCES ARE SHOWN IN FEET ALONG FACE OF
WALL.TOP OF WALL ELEVATION (TOP OF BLOCK)
BOTTOM OF WALL ELEVATION (BOTTOM OF BLOCK)
TW EL= XX.XX
BW EL= )ü.XX2. THE WALLS SHALL BE CONSTRUCTED USING REDI-ROCK: 28'AND 41"
UNITS. SEE SHEET RW.2.O FOR MATERIAL SPECIFICATIONS.FINISHED GRADE LINE
3. SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE
BLOCK SYSTEM SHOWN.
oqo
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=É
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J-sã
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HS
cfì
øc
c{
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3
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Lrl
ro\
ro
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É.
U)fo
ú.z(,
tll
co
oq¡-lo
Fv)I
=É.
(t)
fo
É.ôz.
uJ
oc
c{o)
t--
U)I
=t
att (Ð
-@eEÉ.<zt-oquJ>rr¡ è
U)f,ô
ú.oz
UJ
(f)cìt-o
t-
U)
=t
U)f,o
É.z(,
UJ
co
oq
rl)
<F
U)
Ét-
Øfo
É.oz
u.l
ro\oN
<t-
U)
3É.
JJ
=ozul
TW EL=81 52.50
TW EL=8151.00 TW EL=8151.00 TW EL=8145.00 8154.00
8152.00
8'150,00
8148,00
8146.00
8144.00
8142.00
8140.00
8154.00
8152.00
8150.00
8148.00
8146.00
8144.00
8142.00
8140.00
TW EL=8149.50 TW EL=8149.50 TW EL=8146.50
TW EL=8'148.00 t-
uJ
UJ
LL
zo
F
t"llJul
t-
UJluIL
z.o
F-
uJJ
Lll BW EL=8146.50
BW EL=8145.00 F/G AT BOTTOM OF WALL
BW EL=8143.50
BW EL=8142.00
MAX. APPLIED BEARING = 2,000 PSF
120.75
10 20 30 40 50 60 70 80 90 100 110 120
0
WALL 2 ELEVATION
DISTANCE SHOWN IN FEET ALONG FRONT FACE
B.B
287
28M
--418
M 41M
41M 4
cc 281 28r 28f 287
28M 28M 28M 28M 28M
41M 4'1M 4rM 11\4 4
1M 41M 41M 4',lM 41M
281 281 281
zls--4418 418B 418 418 418
GC
GC
28T 287
281 281 28M 28M
-ZBB---,flM--llM-
418 418 4
B
GC
28T 28Í
28M 28M41M
- 4tÈ - -4+tvt - -41'fvl-
41M 41M 41
418 4'l
28128T 281 28T 287
M 28M 28M
41M :. 41 M41MM4M
4 MM-41 ¡/L _47 M-
44BB4B4B4B
28T GC
28M 28I
TIB--"1M--
418
4rM 41M 28M
--28M--
28T GC
418 418
-GC
288 28H
RLur¡t = N/A (GRAVITY)
(WALL FACING: REDI-ROCK 5.2")
N
816123
191
€nssrcNsF\Ê=
Shæt No:
1" = 10'RW4.106 AUG 2023
Datel Scalgl
SEGMENTAL RETAINING WALL PLANS
Project Nol
23SS1014
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO,BUILT þI<OM TI.IE CROUND UP"
N1N: IJlli ( t.llrl'lì0Àl) l:. lll.rlì!'(SVlt.l-l:. l\{N 55-ì.ì7
( O: Is50 \\'OOI)il4OOll Dl{IVl: StlIll: l0l. l\lONtil\llll\T. t() l{0I12
951.301.-l I e0
\\'\\'\\.(ìl:O\\
^l.l,l)l:S'GNS.('Ol\'lDrawnDesignCheck
S¡gnatur€ Stons
21 1 30th St., Greol6y, CO 80631
(970) 351-0270
M.signatur6Êton6.com
SâlgB:
Ssth Clark
(970) 539-2201
sc!ark@signaturesto¡e.com
',,Wt-/
No.Date Revision
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7 WALL 3 ELEVATION
Title:
6
5
4
3
2
1
CF BDCF06 AUG 2023 RELEASED FOR CONSTRUCTION0
GENERAL NOTES:LEGEND:
ALL ELEVATIONS AND DISTANCES ARE SHOWN IN FEET ALONG FACE OF
WALL.TOP OF WALL ELEVATION (TOP OF BLOCK)
BOTTOM OF WALL ELEVATION (BOTTOM OF BLOCK)
TW EL= XX.)C(
BW EL= XX.XX2. THE WALLS SHALL BE CONSTRUCTED USING REDI-ROCK: 28" AND 41'
UNITS. SEE SHEET RW.2.O FOR MATERIAL SPECIFICATIONS.
FINISHED GRADE LINE
3. SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE
BLOCK SYSTEM SHOWN.
oqo
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JJ
=zou¡
co
F-q
Ir
l-
..t)
E
É.
at)fı
É.zo
uJo
¡r
oi
l--Ø
ú
U)Þô
É.oz.
t.ll
@rO
c.¡(o
t--Ø
=t
ØNfa
QEÉ.<zt-oqHã
U)f
(f
É.oz.
uJ
@
u?
1¡l
rO
t-
U)
ts
É.
(,ôlrAeEÉ.<ZFıqlu>mã
U)fı
É.oz
UJ
or¡?o@
FØ
=É.
JJ
=oz
l..ll
TW EL=8301.00
TW EL=8307.00 TW EL-8302.50
TW EL=8304.00 TW EL=8304.00
TW EL=8305.50 TW EL=8305.50
8308.00
8306.00
8304.00
8302.00
8300.00
8298.00
Fulul
L¡-
zot-
I.JJJ
l'r¡
8308.00
8306.00
8304.00
8302.00
8300.00
8298.00
l-l¡llu1r
z.ot-
I.JJJut
BW EL=8299.50 F/G AT BOTTOM OF WALL
BW EL=8298.00
MAX. APPLIED BEARING = 2,000 PSF
80.50
0 10 20 30 40 50 60 70 80
WALL 3 ELEVATION
DISTANCE SHOWN IN FEET ALONG FRONT FACE
GC 287
4lM
28M
't 2t
M4
41M 41M
28T 28T 287
28M 28M
41M 41M
M 4,IM
M28
41M 4
4
28f
M
4'tM
Fr-4
28f 28'l
28M 28M28M 28M 28M
M 41M 41M 41M 41M 4
41M 41 M 41M 41M 41M
-418--?lB--,fiB---418-
287 287
, 11\428M
4
41M
41M
281 28M
41M 4
418 418
GC 287
28H 28M 4
418 418
GC
- - 4tM --.+1M - -28ÀA- -28tut -GC*
28T GC
418 418 418 418 288 28H
4'tM 28M 28I GC
RL ¡¡r¡r = N/A (GRAVITY)
(WALL FACING: REDI-ROCK 5.2")
N
8t6t23
191
ffi
ÉopsrcNsF\==
Shæt No:
RW-4.2
SEGMENTAL RETAINING WALL PLANS
Datel
06 AUG 2023
Scâl€l
1" = 10'
Project Noi
23SS10 14
SUNLIGHT MOUNTAIN SKI AREA
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO"BUILT FROM TIIE CROUND I]P"
NIN: I 51tl ( l-llìl'R0Âl) L. llUllNSVll.l-l:. tt4li 5i-ì.ì7
CO; ì lì50 \\'OOI)l\lOOlì l)lìl V L SLi l'l L l0l. ñl0Nli l\1 I:NT ( () ltO I l:
q5t.301.,¡¡ q0
\\,\\'\\' (ì Iio\ç^ l. l.l)ljsl(;NS.col\1
0râwn Design Check
Slgnatum Stone
211 30th St., Græley, CO 80631
(970) 351.0270
w.signetuGslone,com
';n(;
l:-/
(970) 539-2201
sclark@signaturestone,com
Salos:
Seth Clerk
No.Date Revision
lHIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7
o
4
2
1
UT CF BD06 AUG 2023 RELEASED FOR CONSTRUCTION0
GENERAL NOTES:5. 4" CORRUGATED PERFORATED DRAINPIPE INSTALLED AS LOW AS POSSIBLE WITH POSITIVE
DRAINAGE. OUTLET INTO ONSITE DRAINAGE OR THROUGH WALL FACE AT 5O.O' O.C. AND
LOW ENDS OF WALL. SEE DETAIL 2/RW.6.0,
1. THE SECTION SHOWN IS A REPRESENTATIVE WALL SECTION. THE WALL HEIGHTS,
ELEVATIONS, TOE SLOPES, AND BACK SLOPES VARY ACCORDING TO THE ELEVATION PLAN
AND SITE PLAN RESPECTIVELY.
2. UPON EXCAVATION, WHERE UNSUITABLE SOILS ARE FOUND, SUBCUT AS REOUIRED BY THE
ONSITE GEOTECHNICAL ENGINEER AND REPLACE WITH SUITABLE COMPACTED
STRUCTURAL FILL TO ACHIEVE THE REQUIRED BEARING CAPACITY. THE STRUCTURAL FILL
SHALL BE COMPACTED TO A MINIMUM 95% STANDARD PROCTOR DENSITY.
6. INSPECT EXCAVATION SLOPES FOR ACTIVE SEEPAGE AND PLACE ADDITIONAL DRAINS
WHERE SEEPAGE OCCURS.
7 DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3'OF THE BACK OF THE
REDI-ROCK RETAINING WALL.
3. APPROXIMATE LIMITS OF EXCAVATION VARIES WHERE SUBCUT IS REQUIRED. ACTUAL
LIMITS AND SIDE SLOPES SHALL BE DETERMINED BY OSHA REGULATIONS AND MATCH FIELD
CONDITIONS AS DETERMINED BY THE CONTRACTOR.
8. SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE REDI-ROCK
RETAINING WALL SYSTEM.
4. THE WALL IS DESIGNED AS A REINFORCED WALL REQUIRING SFSO.PC REINFORCEMENT AT
THE ELEVATIONS SHOWN AND SHALL BE CONSTRUCTED WITH REDI'ROCK: 28" AND 41"
UNITS USING THE 5.2" BATTER.
CoNTROLLED F|LL (SANDY LEAN CLAY -
RETNFORCED SO|L 1 (CLAYEY GRAVEL -
8" LOW PERMEABLE SOIL
(2H:1V SLOPE MAX)
4oz NON-WOVEN FILTER FABRIC
TW EL = 8129.00
7
RETAINED SOIL 1
(SANDY LEAN CLAY - CL)
BW EL = 8121 .50
APPROXIMATE LIMITS OF
EXCAVATION (1H:1V)
PREPARED PER GEOTECHNICAL
ENGINEERS RECOMMENDATIONS
6- X 40" UNREINFORCED CONCRETE
OR CRUSHED STONE LEVELING PAD 4" DRAIN PIPE (SEE NOTE 5)
WALLSECTIONA-A
(SECTION CUT:WALL 1 AT RW-ST4.35.00)
!q
v{
)^
F/G BOTTOM OF WALL
REDI-ROCK UNIT
(5.2" BATTER)
24" MIN WALL ROCK
(GRAVEL - GP)
(2H:1V SLOPE MAX)
LEGENDm
ETA
la 1. 'i,l
LOW PERMEABLE SOIL
WALL ROCK (GRAVEL - GP)
RETNFORCED SOIL 1 (CLAYEY GRAVEL - GC)
RETATNED SO|L I (SANDY LEAN CLAY - CL)
LEVELING PAD (GRAVEL - GW)
IN-SITU/STRUCTURAL FILL
ffi
a;77,Z
l.'.\.. r I
+ SF80-PC GEOGRTD
4 oz NON-WOVEN FILTER FABRIC
3
191
816/2
Check
SlgnatuÞ Stono Sales:
21 1 30th St., Grsolsy, CO 80631 Ssth ClËrk
(970) 351-0270 (970) 539-2201
M.signâtureslone,com sclark@s¡gmlurestone.com
;nil:-/
WALL SECTION A.A
Titl€l
SEGMENTAL RETA¡NING WALL PLANS
23SS1014
Nol Date:
06 AUG 2023
Scale:
1"=5'
Shæt No
RW-5.0
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
9_5:.t0-1.1t90
\\ \\'\\'.(ì l,O\\'A l- l-Dl:SltiNS.COl\'l
,BUILT FROA4 TI.IE GROUND UP'
I{N: l5lti( l.llrl' ROÂl) l:. lJURNSVll.l.l:. À4N i5.ìi7
( O: I 850 \\'OOI)\4O()ll ì)RI\rl, StII IL l{)l. l\loNlI NlI:N I. CO l{0l.ì2
ëoesrcNsF*=lE
Drâwn DesignNo,Date Rev¡sion
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY,
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.
7
6
WALL SECTION B.B
Titl€:
4
â
SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
SEGMENTAL RETAINING WALL PLANS
1
CF CF BD06 AUG 2023 RELEASED FOR CONSTRUCTION0
Scalsi
1"=5'
Shæt No:
RW-5.1
GENERAL NOTES
THE SECTION SHOWN IS A REPRESENTATIVE WALL SECTION. THE WALL HEIGHTS,
ELEVATIONS, TOE SLOPES, AND BACK SLOPES VARY ACCORDING TO THE ELEVATION PLAN
AND SITE PLAN RESPECTIVELY.
2. UPON EXCAVATION, WHERE UNSUITABLE SOILS ARE FOUND, SUBCUT AS REOUIRED BY THE
ONSITE GEOTECHNICAL ENGINEER AND REPLACE WTH SUITABLE COMPACTED
STRUCTURAL FILL TO ACHIEVE THE REQUIRED BEARING CAPACITY, THE STRUCTURAL FILL
SHALL BE COMPACTED TO A MINIMUM 95% STANDARD PROCTOR DENSITY.
3. APPROXIMATE LIMITS OF EXCAVATION VARIES WHERE SUBCUT IS REQUIRED. ACTUAL
LIMITS AND SIDE SLOPES SHALL BE DETERMINED BY OSHA REGULATIONS AND MATCH FIELD
CONDITIONS AS DETERMINED BY THE CONTRACTOR.
4. THE WALL IS DESIGNED AS A REINFORCED WALL REQUIRING SFSO-PC REINFORCEMENT AT
THE ELEVATIONS SHOWN AND SHALL BE CONSTRUCTED WITH REDI.ROCK: 28'AND 4,I"
UNITS USING THE 5.2" BATTER.
8'LOW PERMEABLE SOIL5. 4'CORRUGATED PERFORATED DRAINPIPE INSTALLED AS LOW AS POSSIBLE WITH POSITIVE
DRAINAGE. OUTLET INTO ONSITE DRAINAGE OR THROUGH WALL FACE AT 5O.O' O.C. AND
LOW ENDS OF WALL. SEE DETAIL 2/RW-6.0.
(2H:1V SLOPE MAX)
4oz NON-WOVEN FILTER FABRIC
6. INSPECT EXCAVATION SLOPES FOR ACTIVE SEEPAGE AND PLACE ADDITIONAL DRAINS
WHERE SEEPAGE OCCURS.TW EL = 8151.00
7 DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3'OF THE BACK OF THE
REDI-ROCK RETAINING WALL,
AINED SOIL 2
I SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE REDI-ROCK
REÏAINING WALL SYSTEM.
(GRAVEL - GP)
7
APPROXIMATE LIMITS OF
EXCAVATION (1H:2V)
BW EL = 8143.50
4" DRA|N P|PE (SEE NOTE 5)
6" X 53" UNREINFORCED CONCRETE SUB-GRADE PREPARED PER GEOTECHNICAL
ENGINEERS RECOMMENDATIONSOR CRUSHED STONE LEVELING
WALLSECTIONB.B
(SECTION CUT:WALL 2 AT RW-STA. 70.00)
ìÉ
F/G BOTTOM OF WALL
REDI-ROCK UNIT
(5.2" BA
(FLAT SLOPE TYP
LEGEND
mLow PERMEABLE sorL
ffi RETATNED sorL2 (GRAVEL-GP)
ffi LEVELTNG PAD (GRAVEL - cw)
K rN-srru/srRucruRAL FILL
4 oz NON-WOVEN FILTER FABRIC
8/6/23
191
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CO: lli50 \\'OOl)N{OL)lì l)l{ì\rl: Stll'l }: ?01. li4ONliÀ'll:NT. C() ¡{0132
952.10.1.4190
\\'\\'$'.(ìl:0\ Àl-l,Df:SICNS.C(lM
Projecl Noi
23SS1014\
Dat9:
06 AUG 2023
Drawn Design Check
Signãturs Stone
211 30lh St., Græley, CO 80631
(970) 3s1-0270
$/w.signatußston6,com
$elss:
Ssth Clerk
(970) 539-2201
sclark@s¡gnaturestone.æm
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSEO TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
@ 2023 Geowall Designs, LLC.No.Date Revision
NOTES:
1. FOUNDATION SOILS SHALL BE APPROVED BY THE GEOTECHNICAL
ENGINEER PRIOR TO PLACEMENT OF THE LEVELING PAD.2. LEVELING PAD SHALL BE CONSTRUCTED TO THE DIMENSIONS SHOWN
USING CRUSHED STONE OR 2,OOO PSI UNREINFORCED CONCRETE.
60"
41'*
28'
6'MIN
BLOCK DEPTH + 12..
SECTION D - D
D
',l8'MtN
6"-l F
D
PROFILE VIEW
N9]ES:.1. THE DRAINAGE SYSTEM SHALL CONSIST OF A 4" MINIMUM DIAMETER
CORRUGATED PERFORATED PLASTIC DRAINPIPE.
4'DIA PERFORATED
DRAINPIPE
CUT BLOCK TO OUTLET
DRAINPIPE AND GROUT
IN PLACE 4" DIA SOLID DRAINPIPE
4'DIA PERFORATED
DRAIN PIPE
4" DIA TEE FITTING
I n
DrREINFORCEMENT
LENGTH (Rl_iflN)
I l ,2//
)////
u,,3'MIN SOIL BETWEEN
OVERLAPPING GRID LAYERS
u.,)
-)
l
Il!REINFORCEMENT
LENGTH (Rt_MrN)
U
o_
1 LEVELING PAD DETAIL - N.T.S 2 DRAIN PIPE OUTLET DETAIL - N,T.S 3 GRID INSTALLATION ON CURVES DETAIL - N,T.S
FIIL BLOCK VOIDS WTH DRAINAGE AGGREGATE
12'DRAINAGE ZONE NOTES:
1) 28" pC BLOCKS MAy BE USED tN LtE OF 28'STANDARD BLOCKS AS
NEEDED BY THE BLOCK MANUFACTURER.2J 41" HOLLOW CORE BLOCKS SHALL NOT BE USED tN L|EU OF 41-
STANDARD BLOCKS USED IN THIS DESIGN.
12'WIDE GEOGRID WRAP
UPP BLOCK
ll
ll CG. GARDEN CORNER 28T - 28" TOP
HEIGHT = 18"
WIDTH=46å"
DEPTH = 28"
WEIGHT = 1,230 LBS
28M.28" MIDDLE 288 .28' BOTTOM
.LOWER BLOCK
HEIGHT - 18"
WDTH = 46á"
DEPTH = 24"
WEIGHT = 1,070 LBS
HEIGHT = 18"
WIDTH=46å"
DEPTH = 28"
WEIGHT = 1,520 LBS
HEIGHT = 18"
WIDTH = 46 sl "
DEPïH = 28"
WEIGHT = 1,620 LBSSECTION VIEW
12" WIDE GEOGRID STRIP WRAPS THROUGH
BLOCK EXTENDING INTO REINFORCED BACKFILL
41M - 41'MIDDLE 418 -41. BOTTOM 28M-PC.28- MIDDLE
POSITIVE CONNECTION
HEIGHT = 18"
WTDTH=46å"
DEPTH = 28"
WEIGHT = 1,520 LBS
288-PC - 28" BOTTOM
POSITIVE CONNECTION
HEIGHT = 18"
WTDTH=46å"
DEPTH = 28"
WEIGHT = 1,620 LBS
HEIGHT = 18"
WIDTH =46å"
DEPTH = 41 "
WEIGHT = 2,180 LBS
HEIGHï = '18"
WIDTH = 46
DEPTH = 41
1I
ISOMETRIC VIEW AT BACK OF WALL WEIGHT = 2,280 LBS
4 POSITIVE CONNECTION DETAIL - N.T.S REDI-ROCK UNIT DETAIL - N.T.S
THIS DRAWING IS BEING FURNISHED
FOR THIS SPECIFIC PROJECT ONLY.
ANY PARTY ACCEPTING THIS
DOCUMENT DOES SO IN
CONFIDENCE AND AGREES THAT IT
SHALL NOT BE DUPLICATED IN
WHOLE OR IN PART, NOR
DISCLOSED TO OTHERS WITHOUT
THE CONSENT OF GEOWALL
DESIGNS
7 ffi
ËnpsrcNsFEg
Tltlo:
6 CONSTRUCTION DETAILS
4 SUNLIGHT MOUNTAIN SKI AREA -
SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO,,BUILT FROA4 TI'IE GROUND I]P'
l\lN: I 511ì ( l- lffj RO,^ l) I:. llUIlNS\¡l I LI:. l\.1 N 55ll 7
CO: I 850 \\r()OI)I'lOOll l)R I \rl: StJ ffl ?{Jl. l\4ONtJl\l trNl . ('O ¡i0 l:12
2 Signaturu Stono Sales:
211 30lh Sl., Græley, CO 80631 Selh Clark
(970) 351.0270 (970) 539-2201
w.signeturôslons,com sclâtk@sìgnaluæstone.com
I
SEGMENTAL RETAINING WALL PLANS
0 06 AUG 2023 RELEASED FOR CONSTRUCTION CF BD No:Date:
06 AUG 2023
Scal€:
AS NOTED
Shæt No:
8/6/23
191
@ 2023 Geowall Des¡gns, LLC.No.Date Revision
5
Drawn
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Check
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