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HomeMy WebLinkAbout25SSL038_SUNLIGHT PRIMO_FINAL_REV0_PLANS7/9/25Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com TITLE SHEET N.T.S. ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-1.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO GENERAL NOTES: 1.MULTIPLE CONTRACTORS (FENCE, WALL, GRADING, ETC.) MAY BE USED TO COMPLETE THE OVERALL PROJECT AS SHOWN ON THESE SHOP DRAWINGS. PLANS DO NOT DEFINE SCOPE OF WORK FOR INDIVIDUAL ENTITIES. SEE CONTRACT DOCUMENTS FOR SPECIFIC DETAILS ON THE SCOPE OF WORK THAT WILL BE PROVIDED BY ALL PARTIES. 2.WALL CONSTRUCTION SHALL BE SUPERVISED BY A QUALIFIED ENGINEER OR TECHNICIAN TO VERIFY FIELD AND SITE SOIL CONDITIONS. IF THIS WORK IS NOT PERFORMED BY THE SITE GEOTECHNICAL ENGINEER, A QUALIFIED GEOTECHNICAL ENGINEER/TECHNICIAN SHALL BE CONSULTED IN THOSE MATTERS PERTAINING TO THE SOIL CONDITIONS AND WALL PERFORMANCE. 3.THE FOUNDATION SOILS AT THE BASE OF THE WALLS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER. ANY UNSUITABLE SOILS OR IMPROPERLY COMPACTED EMBANKMENT MATERIAL SHALL BE REMOVED AND REPLACED AS DIRECTED BY THE ENGINEER PRIOR TO WALL CONSTRUCTION TO PROVIDE ADEQUATE BEARING CAPACITY AND MINIMIZE SETTLEMENT. 4.ALL WALL EXCAVATION AND RETAINED SOILS SHALL BE INSPECTED FOR GROUNDWATER CONDITIONS. ANY ADDITIONAL DRAINAGE PROVISIONS REQUIRED IN THE FIELD SHALL BE INCORPORATED INTO THE WALL CONSTRUCTION AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 5.WALL BACKFILL MATERIAL SHALL BE TESTED AND APPROVED BY THE ENGINEER, MEETING THE MINIMUM REQUIREMENTS OF THE APPROVED DESIGN PLANS OR SPECIFICATIONS. 6.ALL SOIL BACKFILL SHALL BE TESTED BY THE GEOTECHNICAL ENGINEER FOR MOISTURE, DENSITY, AND COMPACTION PERIODICALLY (EVERY 2' VERTICALLY, 100'-200' C/C) MEETING THE MINIMUM REQUIREMENTS OF THE APPROVED DESIGN PLANS OR SPECIFICATIONS. 7.THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN QUALITY CONTROL FOR THE CONSTRUCTION OF THE WALL TO ASSURE COMPLIANCE WITH CONTRACT REQUIREMENTS AND MAINTAIN RECORDS OF ITS QUALITY CONTROL. 8.ALL WALL ELEVATIONS, GRADES, AND BACK SLOPE CONDITIONS SHALL BE VERIFIED BY THE ENGINEER IN THE FIELD FOR CONFORMANCE WITH APPROVED DESIGN PLANS. ANY REVISIONS TO THE STRUCTURE GEOMETRY OR DESIGN CRITERIA SHALL REQUIRE DESIGN MODIFICATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION. 9.THE RETAINING WALL(S) SHOULD BE INSPECTED BY THE OWNER EVERY SIX MONTHS FOR MOVEMENT, SOIL TENSION CRACKS, EROSION ADJACENT TO THE RETAINING WALL STRUCTURES, AND FOR SURFICIAL SLOPE STABILITY WHEN A SLOPE EXISTS ABOVE OR BELOW THE RETAINING WALL(S). 10.SURFICIAL SLOPE INSTABILITY TYPICALLY IMPACTS THE UPPER 3 TO 5 FEET OF THE SUBSURFACE PROFILE. REGULAR MAINTENANCE SHOULD BE ANTICIPATED TO IDENTIFY AND ADDRESS POTENTIAL SOIL CREEP OR EROSION. THIS INCLUDES REPLACING OR REPLANTING TREES AND GRASSES, AS NECESSARY, AND GRADING THE SLOPE TO REDUCE SOIL CREEP AND EROSION. IF FUTURE SURFICIAL SLOPE EROSION OCCURS, THE SLOPE FACE SHALL BE RESTORED AS SOON AS PRACTICAL. 11.FILL SLOPES SHOULD BE RE-VEGETATED AS SOON AS POSSIBLE AFTER GRADING AND PROTECTED FROM EROSION UNTIL VEGETATION IS ESTABLISHED. SLOPE PLANTING SHOULD CONSIST OF GROUND COVER, SHRUBS, AND TREES POSSESSING DEEP, DENSE ROOT STRUCTURES THAT REQUIRE MINIMAL IRRIGATION. 12.THE OWNER OR OWNER'S REPRESENTATIVE IS RESPONSIBLE FOR ENSURING THAT CONSTRUCTION ADJACENT TO THE WALL DURING AND AFTER CONSTRUCTION DOES NOT DISTURB THE WALL OR PLACE TEMPORARY OR PERMANENT LOADS ON THE WALL THAT EXCEED THE DESIGN LOADS, INCLUDING BUT NOT LIMITED TO WATER PRESSURE, TEMPORARY GRADES, EQUIPMENT LOADING, AND FUTURE STRUCTURES. 13.AS-BUILT CONSTRUCTION TOLERANCES: 13.1.HORIZONTAL ALIGNMENT: ±0.75-INCHES OVER ANY 10-FOOT DISTANCE; 3-INCHES MAX 13.2.WALL BATTER: WITHIN 1° OF DESIGN BATTER 13.3.CORNERS, BENDS, AND CURVES: ±2-FEET FROM THEORETICAL POSITION 13.4.MAXIMUM DIFFERENTIAL SETTLEMENT: L/200 (0.5% OF REFERENCED LENGTH) 13.5.TOTAL SETTLEMENT: 2-INCHES MAX RETAINING WALL SHOP DRAWINGS PROJECT VICINITY MAP (NOT TO SCALE)N SITE LOCATION SHEET INDEX SHEET DESCRIPTION RW-1.00 TITLE SHEET RW-2.00 TO RW-2.01 SPECIFICATIONS RW-3.00 SITE PLAN RW-4.00 WALL 1 ELEVATION RW-5.00 WALL SECTION A-A RW-6.00 CONSTRUCTION DETAILS 7/9/25Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com SPECIFICATIONS N.T.S. ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-2.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES 1.0 MATERIALS 1.1 BACKFILL SOILS 1.1.1 RETAINED SOIL 1 MATERIALS SHALL BE APPROVED IN WRITING BY SOIL STRUCTURES ENGINEERING, LLC AND THE OWNER'S REPRESENTATIVE AND SHALL MEET THE STRENGTH REQUIREMENTS AS DEFINED IN SECTION 6.0. THE BACKFILL MATERIAL SHALL MEET THE FOLLOWING GRADATION: 1.1.2 BACKFILL 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. BACKFILL MATERIALS WHICH DO NOT MEET THIS CRITERIA SHALL BE CONSIDERED UNSUITABLE AND REMOVED. 1.1.3 CONTRACTOR MAY USE A HIGHER QUALITY MATERIAL IN LIEU OF THE MATERIAL SPECIFIED. ALTERNATE MATERIALS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION. 1.1.4 BACKFILL MAY BE SITE EXCAVATED IF THE ABOVE REQUIREMENTS AND THE EFFECTIVE STRESS PARAMETERS NOTED UNDER SECTION 6.0 ARE MET. 1.1.5 DRAINAGE AGGREGATE SHALL CONSIST OF CLEAN CRUSHED STONE, CRUSHED GRAVEL, OR CRUSHED RECYCLED CONCRETE MEETING THE FOLLOWING GRADATION TESTED IN ACCORDANCE WITH ASTM C-136: SIEVE SIZE PERCENT PASSING 1.5"100% 1.0" 95-100% 1/2" 25-60% No. 4 0-10% No. 8 0-5% LOSS BY WASHING 2.0% MAX 1.1.6 ROUNDED AGGREGATE (e.g. RIVER ROCK AND PEA GRAVEL) SHALL NOT BE USED IN ANY CAPACITY BEHIND OR BELOW THE PROPOSED RETAINING WALL. 1.1.7 LEVELING PAD SHALL CONSIST OF DENSE-GRADED, OPEN-GRADED CRUSHED STONE OR CRUSHED GRAVEL. IF OPEN GRADED AGGREGATE IS USED IN A WATER APPLICATION, LEVELING PAD SHALL BE WRAPPED WITH NON-WOVEN GEOTEXTILE. 1.3 BLOCK FACING SHALL BE REDI-ROCK, 28", 41", AND 60" UNITS. UNITS SHALL MEET ASTM C1776 FOR WET CAST CONCRETE, EXCEPT MANUFACTURED CONCRETE VERTICAL DIMENSIONAL TOLERANCE SHALL BE +/- 1/16". 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 FILTER FABRIC SHALL BE 4 oz/sy (MIN.) NON-WOVEN, NEEDLE PUNCHED, POLYPROPYLENE GEOTEXTILE - MIRAFI 140N 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 F405 AND F667. 2.0 TECHNICAL REQUIREMENTS 2.1 THE OWNER'S REPRESENTATIVE OR GRADING CONTRACTOR SHALL SUBMIT TO SOIL STRUCTURES ENGINEERING, LLC THE GRADATION AND STRENGTH PARAMETERS OF THE 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 SOIL STRUCTURES ENGINEERING, LLC. 2.2 PRIOR TO CONSTRUCTION OF THE WALLS, THE GRADING CONTRACTOR SHALL CLEAR AND GRUB THE AREA, REMOVING TOP SOILS, BRUSH, SOD OR OTHER ORGANIC OR DELETERIOUS MATERIALS. ANY UNSUITABLE SOILS SHALL BE OVER-EXCAVATED, REPLACED AND COMPACTED TO PROJECT SPECIFICATIONS OR OTHERWISE DIRECTED BY THE OWNER'S GEOTECHNICAL ENGINEER. 2.3 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 SOIL STRUCTURES ENGINEERING, LLC PRIOR TO FILL PLACEMENT. 2.4 FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 10" (INCHES) IN UNCOMPACTED THICKNESS FOR HEAVY COMPACTION EQUIPMENT. FOR ZONES WHERE COMPACTION IS ACCOMPLISHED WITH HAND OPERATED EQUIPMENT, FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 6" (INCHES) IN UNCOMPACTED THICKNESS. ONLY HAND-OPERATED EQUIPMENT SHALL BE ALLOWED WITHIN THREE FEET OF THE BACK FACE OF WALL FACING. 2.5 TESTING METHODS AND VERIFICATION OF FILL SHALL BE COMPACTED AS SPECIFIED BY PROJECT SPECIFICATIONS OR TO A MINIMUM 98% OF THE MAXIMUM DRY DENSITY AND WITHIN +/-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. 2.5.1 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. 2.7 WHERE NECESSARY, 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 EQUIVALENT). ADHESIVE SHALL BE PLACED PER MANUFACTURERS RECOMMENDATIONS. 2.8 AN APPROVED SET OF CONSTRUCTION DRAWINGS AND CONTRACT SPECIFICATIONS SHALL BE ON-SITE AT ALL TIMES, DURING CONSTRUCTION OF THE RETAINING WALLS. 3.0 BLOCK PLACEMENT 3.1 REDI-ROCK UNITS SHALL BE INSTALLED USING THE SIZES AND TYPES DETAILED WITHIN THE WALL LAYOUT PROVIDED. 4.0 CHANGES 4.1 NO CHANGES TO THE WALL FACING TYPE SHALL BE MADE WITHOUT THE EXPRESSED PRIOR WRITTEN CONSENT OF SOIL STRUCTURES ENGINEERING, LLC. 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 BACKFILL ZONES AND WALL FACE DURING WALL CONSTRUCTION AND AT THE END OF EACH WORK DAY. SIEVE SIZE PERCENT PASSING 2"100% 3/4"75-100% No. 4 30-100% No. 50 10-60% No. 200 5-20% PLASTICITY INDEX (PI) LESS THAN 6 7/9/25Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com SPECIFICATIONS N.T.S. ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-2.01 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES 6.0 DESIGN PARAMETERS 6.1 DESIGN OF THE REINFORCED SOIL STRUCTURE IS BASED ON THE FOLLOWING EFFECTIVE PARAMETERS (COHESION USED FOR GLOBAL STABILITY ONLY ): 6.1.1 DESIGN METHODOLOGY: NCMA THIRD EDITION, IBC-2021, AND ASCE 7-16 6.2 FACTORS OF SAFETY 6.2.2 EXTERNAL STABILITY: MIN.FACTOR OF SAFETY FOR OVERTURNING (GRAVITY) =1.5 MIN.FACTOR OF SAFETY FOR SLIDING =1.5 MIN.FACTOR OF SAFETY FOR BEARING (THEORETICAL) = 2.0 6.2.3 OVERALL / GLOBAL STABILITY: MIN.FACTOR OF SAFETY FOR GLOBAL STABILITY =1.3 6.2.4 SEISMIC MIN.FACTORS OF SAFETY ARE 75% OF STATIC CONDITIONS 1-SECOND DESIGN PEAK GROUND ACCELERATION =0.14g 6.3 SURCHARGE LOADING LIVE LOAD (SNOW*) = 100 PSF LIVE LOAD (VEHICLE*) =250 PSF DEAD LOAD (OPERATOR HOUSE/TRANSFORMER) = 500 PSF *APPLIED CONCURRENTLY 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 WALL IS DESIGNED TO ACCOMMODATE A PEDESTRIAN RAILING FIXED TO THE TOP OF WALL. RAILING SHALL BE ANCHORED THROUGH THE CAPSTONE INTO THE BLOCK BELOW AS SHOWN IN DETAIL 4/RW-6.00. RAILING SHALL BE DESIGNED TO A MAXIMUM POST SPACING OF 6.00-FEET AS LIMITED BY IBC LOADING WITH A MINIMUM FACTOR OF SAFETY FOR OVERTURNING OF 1.50. 6.6 HYDRAULIC CONDITIONS 6.6.1 WATER APPLICATION THE DESIGN DOES NOT CONSIDER HYDROSTATIC WATER PRESSURE AND ASSUMES WATER IS SUFFICIENTLY BELOW BOTTOM OF STRUCTURE SO AS NOT TO INFLUENCE STRUCTURE STABILITY. 6.6.2 EROSION CONTROL/PREVENTION THE CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE IS MAINTAINED BOTH DURING AND AFTER CONSTRUCTION. EROSION PREVENTION AND PROTECTION SHALL BE MAINTAINED ABOVE AND BELOW THE RETAINING WALL AS DESIGNED BY OTHERS. ALL DOWNSPOUTS, SWALES, AND DRAINAGE FEATURES SHALL BE DIVERTED AWAY FROM THE WALL LOCATIONS. 6.7 WIND LOADING WIND LOAD HAS NOT BEEN EVALUATED IN THE DESIGN OF THE BELOW GRADE STRUCTURE. ALL ABOVE GRADE 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 SPECIAL 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 WAS NOT AVAILABLE AT THE TIME OF DESIGN. 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. 7.3 SOIL STRUCTURES ENGINEERING, LLC ASSUMES NO LIABILITY FOR INFORMATION SUPPLIED BY OTHERS SUCH AS GEOTECHNICAL REPORT, SITE PLAN, AND WATER ELEVATIONS. 7.4 IF ANY ROCK FORMATIONS AND/OR GROUNDWATER (NOT ADDRESSED WITHIN THESE PLANS) ARE ENCOUNTERED DURING THE CONSTRUCTION OF THIS WALL, IMMEDIATELY CONTACT SOIL STRUCTURES ENGINEERING, LLC AT 303-956-8967 AND THE OWNER'S REPRESENTATIVE. 7.5 ANY REVISIONS TO DESIGN PARAMETERS STATED IN SECTION 6.0 OR STRUCTURE GEOMETRY SHALL REQUIRE DESIGN MODIFICATIONS PRIOR TO PROCEEDING WITH CONSTRUCTION. 7.6 THE SITE GEOTECHNICAL ENGINEER OR OWNER'S REPRESENTATIVE SHALL BE RESPONSIBLE FOR EVALUATING TOTAL AND DIFFERENTIAL SETTLEMENTS. 7.7 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 QUALITY ASSURANCE 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. 8.1.2 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 RECORD 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. ZONE DESCRIPTION ɸ C'Ƴ RETAINED SOIL 1 CDOT CLASS 1 34°0 PSF 135 PCF FOUNDATION SOIL 1 LEAN CLAY - CL 25°75 PSF 125 PCF SPECIAL INSPECTION SCHEDULE RETAINING WALLS SOILS VERIFY EXCAVATION ARE EXTENDED TO PROPER DEPTHS AND HAVE REACHED REQUIRED MATERIAL SUFFICIENT TO SUPPORT THE DESIGN IN ACCORDANCE WITH ASTM D-6938 OR ASTM D-1556 IN ACCORDANCE WITH ASTM D-422 VERIFY USE OF PROPER MATERIALS, DENSITIES, LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF BACKFILL COMMENTS: FREQUENCY OF TESTING CONTINUOUS PERIODIC REQUIRED SPECIAL INSPECTION AREAS: IN ACCORDANCE WITH AASHTO OR ASTM CRITERIA AS SPECIFIED FOR SUBGRADE, LEVELING PAD, AND BACKFILL EXCAVATIONS FIELD DENSITY MOISTURE-DENSITY RELATIONSHIPS GRADATION ANALYSIS WALL BACKFILL X DRAIN TILE INSTALLATION INSPECTION SHALL BE MADE OF THE PLACEMENT, LOCATION, AND VENTING TO DAYLIGHT X X X X X TESTING MAY BE PERIODIC IN NATURE BUT CONTINUOUS THROUGHOUT CONSTRUCTION AS REQUIRED BY IBC. 7/9/25Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com SITE PLAN 1"=10' ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-3.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES GENERAL NOTES: 1.THE SITE PLAN SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY. IT WAS REPRODUCED FROM IRON MOUNTAIN ENGINEERING, INC. PLAN (PROJECT #116.001) DATED 06/14/2025. ANY CHANGES OR REVISIONS TO THE REFERENCED PLANS MAY IMPACT THE RETAINING WALL DESIGN. 2.REFER TO THE CIVIL PLANS FOR HORIZONTAL CONTROL OF THE PROPOSED RETAINING WALLS. 3.THE WALLS ARE NOT DESIGNED FOR CONCENTRATED FLOW DIRECTED TOWARDS THE WALL, INCLUDING BUT NOT LIMITED TO: SWALES, DOWNSPOUTS, ETC. GRADING SHALL DIRECT WATER AROUND THE ENDS OF THE WALLS WHEN POSSIBLE OR INTO COLLECTOR DRAINS. POSITIVE DRAINAGE SHALL BE PROVIDED AWAY FROM THE TOE OF WALL. 4.THE APPROXIMATE LOCATION OF UTILITIES KNOWN TO EXIST AS SHOWN ON THE PLANS ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PLAN PREPARATION. 5.THE GENERAL CONTRACTOR SHALL VERIFY INVERTS OF PROPOSED AND EXISTING UTILITIES TO ENSURE THERE ARE NO CONFLICTS. THE ENGINEER SHALL BE CONTACTED IF CONFLICTS ARISE AND AN ALTERNATIVE DESIGN MAY BE REQUIRED. LEGEND: WALL LOCATION 0 GRAPHIC SCALE IN FEET 201010 Know what's BELOW. CALL before you dig. END WALL 1 RW-STA. 10.83 BEGIN WALL 1 RW-STA. 00.00 RW - 5 . 0 0 A - A OPERATOR HOUSE AND TRANSFORMER BY OTHERS. MAXIMUM ASSUMED LOADING IS 500 PSF NOT APPLIED CONCURRENTLY WITH ANY ADDITIONAL LIVE LOADS. 7/9/25 MAX. APPLIED BEARING = 3,250 PSF (WALL FACING: REDI-ROCK 5.2°) 0 101.58 10 20 30 40 50 60 70 80 90 100 60B 60B 60B 60B60B60B60B60B60B60B60B 60M 60M 60M 60M 60M 60M 60M 60M 60M 60M41B41B 41B 41B 41B 41B 41B 41B 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M 41M FTC-V FTC-V FTC-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V FST-V HMC HMC 28HM28PCB 28PCB 28PCB FSM-V FSM-V FSM-V FSM-V FSM-V FSM-V FSM-V FSM-V FSM-V FSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-VFSM-V 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM-7 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM 28PCM28PCM28PCM28PCM28PCM28PCM28PCM HEC HEC HEC ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP ICAP RW-5.00 A - A TW EL=8415.33 TW EL=8416.83 BW EL=8410.50 BW EL=8407.50 BW EL=8404.50 BW EL=8409.00 BW EL=8406.00 BW EL=8403.00F/G AT BOTTOM OF WALL F/G AT TOP OF WALL BE G I N W A L L EN D W A L L RW - S T A . 0 . 0 0 RW - S T A . 10 1 . 5 8 EN D R A D I U S RW - S T A . 32 . 5 8 BE G I N R A D I U S RW - S T A . 38 . 3 3 EN D R A D I U S RW - S T A . 55 . 5 8 BE G I N R A D I U S RW - S T A . 70 . 9 2 WALL 1 ELEVATION DISTANCE SHOWN IN FEET ALONG FRONT FACE 8402.00 8404.00 8406.00 8408.00 8410.00 8412.00 8414.00 8416.00 8418.00 EL E V A T I O N ( F E E T ) 8402.00 8404.00 8406.00 8408.00 8410.00 8412.00 8414.00 8416.00 8418.00 EL E V A T I O N ( F E E T ) Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com WALL 1 ELEVATION 1"=10' ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-4.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES GENERAL NOTES: 1.ALL ELEVATIONS AND DISTANCES ARE SHOWN IN FEET ALONG FACE OF WALL. 2.THE WALL SHALL BE CONSTRUCTED USING REDI-ROCK: 28", 41", AND 60" UNITS. SEE SHEET RW-2.00 FOR MATERIAL SPECIFICATIONS. 3.SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE BLOCK SYSTEM SHOWN. LEGEND: TOP OF WALL ELEVATION (TOP OF CAP)TW EL= XX.XX BOTTOM OF WALL ELEVATION (BOTTOM OF BLOCK)BW EL= XX.XX FINISHED GRADE LINE 7/9/25 WALL SECTION A - A (SECTION CUT: WALL 1 AT RW-STA. 65.00) 12" X 72" UNREINFORCED CONCRETE OR CRUSHED STONE LEVELING PAD SUB-GRADE PREPARED PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS 60B 60M 41M 41M 41M 28M 28M-7 FSM FST 4" ICAP 13.83' BW EL = 8403.00 TW EL = 8416.83 REDI-ROCK UNIT (5.2° BATTER) F/G BOTTOM OF WALL (FLAT SLOPE TYP) 12" MIN DRAINAGE AGGREGATE (GRAVEL - GP) 8" LOW PERMEABLE SOIL (FLAT SLOPE TYP) 4oz NON-WOVEN FILTER FABRIC APPROXIMATE LIMITS OF EXCAVATION (1H:1V) RETAINED SOIL 1 (CDOT CLASS 1) 12" MIN 4" DRAIN PIPE (SEE NOTE 5) RAILING (BY OTHERS) VARIES (18" MIN) LOW PERMEABLE SOIL DRAINAGE AGGREGATE (GRAVEL - GP) RETAINED SOIL 1 (CDOT CLASS 1) LEVELING PAD (GRAVEL - GW) IN-SITU/STRUCTURAL FILL 4 oz NON-WOVEN FILTER FABRIC LEGEND Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com WALL SECTION A-A 1"=5' ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-5.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES GENERAL NOTES: 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 REQUIRED 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. 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 GRAVITY WALL AND SHALL BE CONSTRUCTED WITH REDI-ROCK: 28", 41", AND 60" UNITS USING THE 5.2° BATTER. 5.4" CORRUGATED PERFORATED DRAINPIPE INSTALLED AS LOW AS POSSIBLE WITH POSITIVE DRAINAGE. OUTLET INTO ONSITE DRAINAGE OR THROUGH WALL FACE AT 50.0' O.C. AND LOW ENDS OF WALL. SEE DETAIL 3/RW-6.00. 6.THIRD PARTY INSPECTOR TO INSPECT EXCAVATION SLOPES FOR ACTIVE SEEPAGE AND RECOMMEND PLACEMENT OF ADDITIONAL DRAINS AS REQUIRED. 7.DO NOT BRING HEAVY COMPACTION OR PAVING EQUIPMENT WITHIN 3' OF THE BACK OF THE REDI-ROCK RETAINING WALL. 8.SEE MANUFACTURER'S INFORMATION FOR ADDITIONAL DETAILS ON THE REDI-ROCK RETAINING WALL SYSTEM. 7/9/25 LEVELING PAD DETAIL - N.T.S1 12" MIN BLOCK DEPTH + 12" 6" MIN 6" MIN 12" 6" 18" MIN D D 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 2,000 PSI UNREINFORCED CONCRETE. PROFILE VIEW SECTION D - D 28" 41" 60" 60B DRAIN PIPE OUTLET DETAIL - N.T.S 2 4" DIA PERFORATED DRAINPIPE 4" DIA SOLID DRAINPIPE NOTES: 1.THE DRAINAGE SYSTEM SHALL CONSIST OF A 4" MINIMUM DIAMETER CORRUGATED PERFORATED PLASTIC DRAINPIPE. CUT BLOCK TO OUTLET DRAINPIPE AND GROUT IN PLACE 4" DIA TEE FITTING 4" DIA PERFORATED DRAIN PIPE REDI-ROCK UNIT DETAIL - N.T.S 3 FTC-V - FREESTANDING TOP CORNER WITH VARIABLE RADIUS HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 24" WEIGHT = 1,340 LBS FST-V - FREESTANDING TOP WITH VARIABLE RADIUS HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 24" WEIGHT = 1,380 LBS HMC - HALF MIDDLE CORNER HEIGHT = 18" WIDTH = 23 1 8 " DEPTH = 24" WEIGHT = 640 LBS FSM-V - FREESTANDING MIDDLE WITH VARIABLE RADIUS HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 24" WEIGHT = 1,410 LBS 28PCM-7 - 28" PC MIDDLE WITH 7" KNOB HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 28" WEIGHT = 1,520 LBS 28HM - 28" HALF MIDDLE BLOCK HEIGHT = 18" WIDTH = 22 13 16" DEPTH = 28" WEIGHT = 750 LBS 41B - 41" BOTTOM HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 41" WEIGHT = 2,280 LBS 41M - 41" MIDDLE HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 41" WEIGHT = 2,180 LBS 60B - 60" BOTTOM HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 60" WEIGHT = 3,350 LBS 60M - 60" MIDDLE HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 60" WEIGHT = 3,290 LBS 28PCM - 28" MIDDLE HEIGHT = 18" WIDTH = 46 1 8 " DEPTH = 28" WEIGHT = 1,520 LBS OPTIONAL FENCE POST ATTACHMENT DETAIL - N.T.S4 42" MAX 10" CONCRETE ANCHORS (4 PER POST) 9" X 9" X 1 4" FLANGE 4" CAPSTONE FREESTANDING TOP BLOCK ORNAMENTAL RAILING WITH MAX POST SPACING OF 6.00-FEET Signature Stone 211 30th St., Greeley, CO 80631 (970) 351-0270 www.signaturestone.com Sales: Eric Boehner (970) 888-1020 eboehner@signaturestone.com CONSTRUCTION DETAILS N.T.S. ©20 2 5 S O I L S T R U C T U R E S E N G I N E E R I N G , L L C - T H I S D R A W I N G I S B E I N G F U R N I S H E D F O R T H I S S P E C I F I C P R O J E C T O N L Y . C O P Y A N D O R R E U S E W I T H O U T T H E C O N S E N T O F S O I L S T R U C T U R E S E N G I N E E R I N G , L L C . I S P R O H I B I T E D . No.Date Revision By Sheet No:Scale:Date:Project No: Title: Project: 0 1 2 3 4 5 6 7 8 9 09 JUL 2025 RELEASED FOR CONSTRUCTION CMF SUNLIGHT MOUNTAIN SKI AREA - PRIMO LOWER TERMINAL GLENWOOD SPRINGS, CO 25SSL038 09 JUL 2025 RW-6.00 10065 KINGS CANYON DR., PEYTON, COLORADO 80831 (303) 956-8967 ▪ INFO@SOILSTRUCTURES.COM ▪ WWW.SOILSTRUCTURES.COM SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES SOIL STRUCTURES ENGINEERING, LLC EARTH RETENTION ▪ FOUNDATIONS ▪ STEEL & CONCRETE STRUCTURES