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Home My WebLink About10317 W. 32nd AvenueFrom: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: General Permit Application Date: Monday, February 22, 20218:12:12 PM General Permit Application This application is exclusively for Scopes of Work that do not already have a specific form. YOU MUST ATTACH AN ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Is the property Residential Residential or Commercial? Property Address 10317 W 32nd Ave Property Owner Name Hill Top Estates, LLC Property Owner Phone 818-312-2696 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email maggieb@workshop-colorado.com Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTACT INFORMATION Electron c PaymentForm Rey sed t Fillable 202005011620013849 00608 68• 8 .. Submitting General Laudick & Laudick Engineering, LLC Contractor or Architect Contractor's License 00000 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contract Phone 419-203-5000 Number (enter WITH dashes, eg 303-123- 4567) Contact Email Address nathan@laudickeng.com Retype Contact Email nathan@laudickeng.com Address 01:K161CiI91 ffl0N]ayOLib]N:/ Detailed Scope of Retaining walls at Hilltop Estates Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc. Square footage of 0 scope of work Location of work Yards and Right-of-way (backyard, on roof, etc) Project Value (contract 75000 Valuation Okay value or cost of ALL materials and labor) Upload Engineer letter, Calc Packaae pdf other documents on 8 1/2" x 11 " Upload Asbestos Field not completed. Report if triggler level is met per CDPHE regulation. Upload Drawings 11" x Hilltop Estates -21017 02-17-2021 pdf 17" or larger SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Nathan Laudick Permit Email not displaying correctly? View it in your browser. r :: niwha.mn To: Coriyvmlts co us subject: Q:Lne Fmm wlnnitdl: R Won to ei 4sonlin Date: mrsday. NWcnhvr 9, 2021 11:05:57 PM Revision to Permit Application Permit Number 202101686 assigned to project PROPERTY INFORMATION Permit Number 202101686 Property Address 10317 W 32nd Ave Property Owner Name Hilltop LLC Property Owner Phone 303-949-5945 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email brad@workshop lomdi Address CONTRACTOR INFORMATION Contact Name Kelsey Kistler Contact Phone Number 303-818-2768 (enter WITH dashes, eg 303-1234567) Contact Email Address kelseyk@workshop-color eli Retype Contact Email kelseyk@workshop-colorado.com Address DESCRIPTION OF WORK Detailed Revised Removing a column that was formerly located between the living Scope of Work - room and kitchen. Provide a detailed description of the change in scope of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Engineer Letter (if Field trot completed applicable) Additional Documents Field not completed on Letter Size Are plans or No documents locked for editing? Construction Plans MmSubrnittalPlans scanned on 11"x17" or larger Additional Project 0.00 Value Only add what the revised scope of work is valued at. Attach City of Wheat FleNmn��Pa�manrF Ridge Electronic Payment Form - ""DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Submitting Kelsey Water Revision Email not eisplayiig wmadly? View it in war browser. GENERAL NOTES: 1. EV STUDIO, INC. IS THE ENGINEER OF RECORD AND HEREAFTER REFERENCED AS THE EOR. 2. THE RETAINING WALLS WERE DESIGNED AS PERMANENT STRUCTURES. 3. MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF STANDARD PRACTICE AND THESE PLANS. 4. THE RETAINING WALL SUB CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING ALL UTILITIES AND EXISTING ABUTMENT PILES. 5. NO EXCAVATION OPEN CUTS STEEPER THAN 1.5H:1.OV SHALL BE MADE WITHIN 10 FEET OF THE FRONT OF THE RETAINING WALLS WITHOUT APPROVAL OF EOR. 6. PROVIDE POSITIVE DRAINAGE AWAY FROM THE RETAINING WALLS TO PREVENT WATER INFILTRATION. 7. ALL MANUFACTURED ITEMS SHALL BE INSTALLED PER MANUFACTURERS GUIDELINES AND SPECIFICATIONS. 8. THE RETAINING WALL SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO COMMENCING WORK. ANY ERRORS, OMISSIONS, OR UNUSUAL CONDITIONS ARE TO BE REPORTED TO THE EOR IMMEDIATELY. DESIGN GUIDES 1. THE FOLLOWING TECHNICAL SPECIFICATIONS AND DESIGN GUIDELINES SHALL BE USED FOR THIS PROJECT. 1.1. PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION REPORT, PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT, WEST 32ND AVENUE & KIPLING STREET, WHEAT RIDGE, COLORADO, SOILOGIC #18-1203, JULY 17, 2018 1.2. GRADING PLAN WEST, HILLTOP ESTATES, 14 SINGLE FAMILY RESIDENCES, WORK SHOP DENVER, BB -19-002, LAUDICK & LAUDICK CIVIL ENGINEERING SERVICES, 12/15/2020 1.2. GRADING PLAN EAST, HILLTOP ESTATES, 14 SINGLE FAMILY RESIDENCES, WORK SHOP DENVER, BB -19-002, LAUDICK & LAUDICK CIVIL ENGINEERING SERVICES, 12/15/2020 1.3. INTERNATIONAL CODE COUNCIL, INTERNATIONAL BUILDING CODE, 2018 1.4. ACI -318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 1.5. ASSHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION -2014 WITH INTERIM REVISIONS THROUGH 2016 THE FOLLOWING GEOTECHNICAL DESIGN PARAMETERS WERE UTILIZED IN DESIGN OF THE TEMPORARY SOLDIER PILE WALL. GEOTECHNICAL DESIGN PARAMETERS NO. DRAWING SUBJECT UNIT WEIGHT COHESION FRICTION SOILS DEPTH Y (P C (psf) ANGLE 0 SH 2.2 WALL 3 PLAN AND ELEVATIONS SH 2.3 WALL 4 PLAN AND ELEVATIONS (deg) SANDY CLAY FULL 120 100 30 SH 3.1 DEPTH DRAINAGE 1. THE GROUND SURFACE SHALL BE SLOPED AWAY FROM THE TOP OF THE WALL WITH A SLOPE OF AT LEAST 1% WITHIN 3' OF THE TOP OF THE RETAINING WALL. TYPICAL CONSTRUCTION SEQUENCE: 1. THE CAST IN PLACE RETAINING WALL SUBCONTRACTOR SHALL LOCATE ALL UTILITIES IN THE VICINITY OF THE WALL. 2. EXCAVATE TO ROUGH GRADE. 3. CONSTRUCT CAST IN PLACE CONCRETE RETAINING WALL 4. BACKFILL ACCORDING TO THE DETAILS OF THESE PLANS 4.1. INSTALLATION DURING COLD WEATHER MUST FOLLOW ACI 306.1 4.2. INSTALLATION DURING HOT WEATHER MUST FOLLOW ACI 305R 5. ALLOW RETAINING WALLS TO CURE FOR AT LEAST 7 DAYS BEFORE BACKFILLING. 1. CONSTRUCTION OF ALLAN BLOCK WALLS AND ROCKERY WALLS SHALL MEET THE SPECIFICATION PROVIDED WITH THESE PLANS. IZMN=109101II_1i!loll L191 IIIC41V11W 1. THE RETAINING WALL SUBCONTRACTOR SHALL ENDEAVOR TO COOPERATE WITH THE INSPECTING AND TESTING AGENCIES SELECTED BY THE CONTRACTOR. 2. THE CONTRACTOR SHALL TAKE PHOTOGRAPHS TO DOCUMENT CONDITIONS OF ADJACENT EXISTING STRUCTURES, WALLS, STREET PAVEMENTS, UTILITIES, ETC. PRIOR TO COMMENCEMENT WORK. 3. TEST FRESH CONCRETE IN ACCORDANCE WITH ASTM C172/C172M. RECORDS: 4. RECORD LOCATION OF CONCRETE SAMPLES TAKEN. 5 RECORD CONCRETE COMPRESSIVE STRENGTH TEST RESULTS 6. RECORD LOCATIONS OF SUBGRADE AND WALL BACKFILL COMPACTION TESTING LOCATIONS 7. RECORD RESULTS OF SUBGRADE AND WALL BACKFILL COMPACTION TESTING 8. FORWARD ALL TEST RESULTS TO EOR WITHIN 48 HOURS OF TESTING. MATERIAL: 1. USE ALL PLASTIC BAR SUPPORTS FOR SPACING, SUPPORTING, AND FASTENING REINFORCING STEEL IN PLACE ACCORDING TO CRSI'S "MANUAL OF STANDARD PRACTICE" 1.1. PORTLAND CEMENT: ASTM C150, TYPE I. 1.2. FLY ASH: ASTM C618, CLASS C OR F 1.3. GROUND GRANULATED BLAST -FURNACE SLAG: ASTM C989, GRADE 100 OR 120. 1.4. BLENDED HYDRAULIC CEMENT: ASTM C595, TYPE IS 1.5. SILICA FUME: ASTM C1240, AMORPHOUS SILICA. 1.6. NORMAL WEIGHT AGGREGATES: ASTM C33 FROM A SINGLE SOURCE 1.7. LIGHTWEIGHT AGGREGATES: ASTM C330 1.8. WATER: ASTM C94/C94M POTABLE 1.9. CHEMICAL ADD MIXTURES 1.9.1. AIR -ENTRAINING ADMIXTURE: ASTM C260 1.9.2. WATER -REDUCING ADMIXTURE: ASTM C494/C494M, TYPE A 1.9.3. WATER -REDUCING AND RETARDING ADMIXTURE: ASTM C494/C494M, TYPE D 1.9.4. WATER -REDUCING AND ACCELERATING ADMIXTURE: ASTM C494/C494M, TYPE E 1.9.5. HIGH -RANGE, WATER REDUCING ADMIXTURE: ASTM C494/C494M, TYPE F. 1.9.6. ACCELERATING ADMIXTURE: ASTM C494/C494M, TYPE C. 2. PROPORTION PILE CONCRETE TO HAVE A MINIMUM 3 DAY COMPRESSIVE STRENGTH OF 1500 PSI AND A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI. USE TYPE I CEMENT. 3. FABRICATE, PLACE, AND SUPPORT STEEL REINFORCEMENT ACCORDING TO CRSI'S "MANUAL OF STANDARD PRACTICE" 4. REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS AND SHALL MEET THE REQUIREMENTS OF ASTM A615/A615M. DISCOVERY: 1. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS. WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. SUCH CONDITIONS MAY INTERFERE WITH NEW CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING. 2. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES HE BELIEVES MAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE BUILDING PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. ROCKERY WALL NOTES: DESIGN 1. ROCKERY DESIGN AND CONSTRUCTION GUIDELINES; PUBLICATION NO. FHWA-CFL/TD-06-006, NOVEMBER 2006 2. PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION REPORT, PROPOSED SINGLE-FAMILY RESIDENTIAL DEVELOPMENT WEST 32ND AVENUE & KIPLING STREET, WHEAT RIDGE, COLORADO, SOILOGIC #18-1203, JULY 17, 2018 3. THESE PRESCRIPTIVE DESIGN GUIDELINES ARE FOR ROCKERY WALLS MEETING THE FOLLOWING GUIDELINES 3.1. TOTAL HEIGHT OF ROCKERY WALL ABOVE GRADE IS NO MORE THAN 6 FEET 3.2. BACK SLOPE OF SOIL ABOVE ROCKERY IS 3HAV OR LESS 3.3. SLOPE OF SOIL IN FRONT OF ROCKERY IS 2H:1V OR LESS 4. ROCKERY WALL GREATER THAN 6 FEET IN HEIGHT OR WITH BACK SLOPE STEEPER THAN 3H:1V, OR FRONT SLOPES STEEPER THAN 2H:1V WILL REQUIRE ADDITIONAL ENGINEERING ANALYSIS. 1. THE CUT SLOPE SHALL BE INCLINED AT 6V:1 H OR FLATTER. 2. A LEVELING PAD12 INCHES THICK CONSISTING OF SCREENED BACK DRAIN ROCK OR STRUCTURAL FOUNDATION FILL SHALL BE PLACED BENEATH THE ROCKERY WALL 3. THE MINIMUM DEPTH OF EMBEDMENT (D) BELOW FINISHED GRADE WILL BE THE GREATER OF THE FOLLOWING 3.1. D = 12 INCHES 3.2. ON SLOPING GROUND A DEPTH (D) SUFFICIENT TO PROVIDE AT LEAST 6 FEET OF HORIZONTAL COVER MEASURED HORIZONTALLY FROM THE BOTTOM OF THE BASE ROCK. 4. A DRAINAGE LAYER 12 INCHES THICK CONSISTING OF SCREENED BACK DRAIN ROCK SHOULD BE PLACED BEHIND THE ROCKERY WALL. 5. A GEOTECHNICAL DRAINAGE FABRIC SHALL BE PLACED BETWEEN THE BACK DRAIN ROCK AND THE RETAINED SOIL. 6. THE WIDTH OF THE BASE OF THE ROCKERY SHOULD BE 1/2 THE HEIGHT OF THE WALL OR GREATER. 7. THE LARGEST AND HEAVIEST ROCKS SHOULD BE USED IN THE BASE. 8. LONG ROCK DIMENSION SHOULD BE PLACED PERPENDICULAR TO THE SLOPE. 9. ROCKS SHOULD SLOPE INTO THE RETAINED SLOPE AT AN INCLINATION OF AT LEAST 5%. 10. CAP ROCKS WEIGHING LESS THAN 200 LB SHOULD BE GROUTED IN PLACE. 11. ALL CAP ROCKS SHOULD BE GROUTED IN PLACE WHERE THE POTENTIAL FOR HARM TO PERSONS OR STRUCTURES AT THE BASE OF THE ROCKERY EXISTS. 12. VOIDS GREATER THAN 6 INCHES SHALL BE CHINKED WITH SMALLER ROCKS AND CHINKING ROCKS SHOULD NOT BE MOVEABLE BY HAND FOLLOWING CONSTRUCTION. 13. ROCKS WITHIN THE ROCKERY SHOULD NOT BE MOVEABLE WITH A CROWBAR FOLLOWING CONSTRUCTION. 14. THE OUTERMOST POINT OF CONTACT BETWEEN AN UPPER AND LOWER ROCK SHALL BE WITHIN 6" OF THE FACE OF THE ROCKERY. 15. ROCKS SHOULD BEAR ON AT LEAST TWO ROCKS BELOW. 16. CONTINUOUS JOINTS IN EITHER THE VERTICAL OR HORIZONTAL PLANES SHOULD SPAN NO MORE THAN 2 ROCKS. 17. ROCKS SHALL HAVE AT LEAST 3 POINTS OF CONTACT WITH THE SUPPORTING ROCKS. 1. ROCKERY WALL ROCKS 1.1. GENERAL: FURNISH HARD, ANGULAR, AND DURABLE ROCK THAT CONSISTS OF INTACT BLOCKS WITHOUT OPEN FRACTURES, FOLIATION, OR OTHER PLANES OF WEAKNESS. CONFORMING TO THE FOLLOWING 1.1.1. ROCK SHOULD HAVE SUFFICIENT HARDNESS SO THAT IT CAN NOT BE EASILY SCRATCHED WITH A KNIFE 1.1.2. APPARENT SPECIFIC GRAVITY, AASHTO T85 - 2.5 MINIMUM 1.1.3. ABSORPTION, AASHTO T85 - 4.2% MAX 1.1.4. LOS ANGLES ABRASION, AASHTO T96 (500 REV) - 40% MAX 1.1.5. COARSE DURABILITY INDEX, AASHTO T210 - 50 MIN. 1.1.6. SODIUM SULFATE SOUNDNESS (5 CYCLES), AASHTO T104 - 10% MAX. 1.1.7. FREEZE -THAW LOSS (12 CYCLES), AASHTO T103 - 10% MAX. 1.2. SIZES AND SHAPES: FURNISH ANGULAR ROCKS THAT ARE GENERALLY CUBICAL TABULAR OR RECTANGULAR IN SHAPE. CONFORMING TO THE FOLLOWING. 1.2.1. THE MINIMUM ROCK LENGTH SHALL BE 24 INCHES. 1.2.2. THE MINIMUM ROCK DIMENSION IS 12 INCHES. 1.2.3. THE MINIMUM ROCK WEIGHT IS 150 POUNDS, DOES NOT INCLUDE CHINKING ROCKS. 1.2.4. CAP ROCKS SHOULD HAVE A MINIMUM WEIGHT OF 200 POUNDS OR BE GROUTED IN PLACE 2. GRANULAR BACKFILL 2.1. DRAIN ROCK SHOULD HAVE A GRADATION BETWEEN 2 AND 6 INCHES. 2.1.1. WITH 100% PASSING THE 6" SIEVE 2.1.2. LESS THAN 25% PASSING THE 4" SIEVE 2.1.3. LESS THAN 15% PASSING THE 3/4" SIEVE 2.1.4. LESS THAN 5% PASSING THE #4 SIEVE 2.1.5. LESS THAN 2% PASSING THE #200 SIEVE 3. GEOTEXTILE 3.1. DRAINAGE GEOTEXTILE SHOULD BE NON -WOVEN NEEDLE PUNCHED AND BASED ON THE RETAINED SOILS SHOULD MEET ONE TO THE FOLLOWING REQUIREMENTS. 3.1.1. FOR GRANULAR SOILS FURNISH TYPE 1-13 GEOTEXTILE 3.1.2. FOR FINE GRAINED SOIL FURNISH TYPE 1-C GEOTEXTILE 3.1.3. IF HARSH CONDITIONS ARE EXPECTED THAT COULD DAMAGE THE GEOTEXTILE USE TYPE IV -B NON -WOVEN GEOTEXTILE FOR GRANULAR SOILS, OR TYPE IV -C GEOTEXTILE FOR FINE GRAINED SOILS. 4. BASE/LEVELING LAYER 4.1. SHOULD BE 12" THICK. 4.2. SHOULD BE LEVEL. 4.3. SHOULD BE COMPACTED TO 95% OF STANDARD PROCTOR. 4.4. MAY CONSIST OF MATERIAL MEETING THE GRANULAR BACKFILL REQUIREMENTS. 4.5. MAY CONSIST OF MATERIAL MEETING THE PROJECT SPECIFICATIONS FOR STRUCTURAL FILL. 4.6. MAY CONSIST OF CONTROLLED LOW STRENGTH MATERIAL (CLSM) 2 -SACK MIX WITH AN UNCONFINED COMPRESSIVE STRENGTH LESS THAN 200 PSI. ALLEN BLOCK NOTES: SPECIFICATION GUIDELINES: ALLAN BLOCK MODULAR RETAINING WALL SYSTEMS THE FOLLOWING SPECIFICATIONS PROVIDE ALLAN BLOCK CORPORATION'S TYPICAL REQUIREMENTS AND RECOMMENDATIONS. AT THE ENGINEER OF RECORD'S DISCRETION THESE SPECIFICATIONS MAY BE REVISED TO ACCOMMODATE SITE SPECIFIC DESIGN REQUIREMENTS. SECTION 1: ALLAN BLOCK MODULAR RETAINING WALL SYSTEMS 1. GENERAL 1.1. SCOPE 1.1.1. WORK INCLUDES FURNISHING AND INSTALLING MODULAR CONCRETE BLOCK RETAINING WALL UNITS TO THE LINES AND GRADES DESIGNATED ON THE CONSTRUCTION DRAWINGS AND AS SPECIFIED HEREIN. 2. CONTRACTOR REQUIREMENTS 2.1. ALLAN BLOCK WALL CONTRACTORS SHALL BE TRAINED AND CERTIFIED BY LOCAL MANUFACTURER OR EQUIVALENT ACCREDITED ORGANIZATION. 2.1.1. ALLAN BLOCK AND NCMA HAVE CERTIFICATION PROGRAMS THAT ARE ACCREDITED. IDENTIFY WHEN ADVANCED CERTIFICATION LEVELS ARE APPROPRIATE BASED 2.1.2. CONTRACTORS SHALL PROVIDE A LIST OF PROJECTS THEY HAVE COMPLETED. 2.2. ROCKERY WALL CONTRACTORS SHALL HAVE EXPERIENCE CONSTRUCTING ROCKERY WALLS. 2.2.1. ROCKERY WALLS ARE CONSTRUCTED OF NATURAL MATERIALS THAT REQUIRE THE PERSON CONSTRUCTING THE WALL TO SELECT AND POSITION BOULDERS THAT VARY IN SIZE AND SHAPE. 2.2.2. THE ABILITY TO PROPERLY CHOSE AND POSITION BOULDERS WILL HAVE A DIRECT EFFECT ON THE LONG TERM PERFORMANCE OF ROCKERY WALLS. 2.3. CAST IN PLACE WALL CONTRACTORS SHALL FOLLOW THE CURRENT INDUSTRY STANDARDS AS DEFINED BY THE AMERICAN CONCRETE INSTITUTE (ACI) AND THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI) STANDARS AND PRACTICES FOR CONCRETE PLACEMENT AND FINISHING. 3. MATERIALS 3.1. MODULAR WALL UNITS 3.1.1. WALL UNITS SHALL BE ALLAN BLOCK RETAINING WALL UNITS AS PRODUCED BY A LICENSED MANUFACTURER. 3.1.2. WALL UNITS SHALL HAVE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI (20.7 MPA) IN ACCORDANCE WITH ASTM C1372. THE CONCRETE UNITS SHALL HAVE ADEQUATE FREEZE -THAW PROTECTION WITH AN AVERAGE ABSORPTION RATE IN ACCORDANCE WITH ASTM C1372 OR AN AVERAGE ABSORPTION RATE OF 7.5 LB/FT- (120 KG/M') FOR NORTHERN CLIMATES AND 10 LB/FT3 (160 KG/M') FOR SOUTHERN CLIMATES. 3.1.3. EXTERIOR DIMENSIONS SHALL BE UNIFORM AND CONSISTENT. MAXIMUM DIMENSIONAL DEVIATIONS ON THE HEIGHT OF ANY TWO UNITS SHALL BE 0.125 IN. 3 MM). 3.1.4. WALL UNITS SHALL PROVIDE A MINIMUM OF 110 LBS TOTAL WEIGHT PER SQUARE FOOT OF WALL FACE AREA (555 KG/M'). HOLLOW CORES TO BE FILLED WITH WALL ROCK AND COMPACTED BY USING PLATE COMPACTOR ON TOP OF WALL UNITS (SEE SECTION 4.4). UNIT WEIGHT OF WALL ROCK MAY BE LESS THAN 100% DEPENDING ON COMPACTION LEVELS. 3.1.5. EXTERIOR FACE SHALL BE TEXTURED. COLOR AS SPECIFIED BY OWNER. 3.1.6. FREEZE THAW DURABILITY: LIKE ALL CONCRETE PRODUCTS, DRY -CAST CONCRETE SRW UNITS ARE SUSCEPTIBLE TO FREEZE -THAW DEGRADATION WITH EXPOSURE TO DE-ICING SALTS AND COLD TEMPERATURE. THIS IS A CONCERN IN NORTHERN TIER STATES OR COUNTRIES THAT USE DEICING SALTS. BASED ON GOOD PERFORMANCE EXPERIENCE BY SEVERAL AGENCIES, ASTM C1372 OR EQUIVALENT GOVERNING STANDARD OR PUBLIC AUTHORITY, STANDARD SPECIFICATION FOR SEGMENTAL RETAINING WALL UNITS SHOULD BE USED AS A MODEL, EXCEPT THAT, TO INCREASE DURABILITY, THE COMPRESSIVE STRENGTH FOR THE UNITS SHOULD BE INCREASED TO A MINIMUM OF 4,000 - 5,800 PSI (28 - 40 MPA) UNLESS LOCAL REQUIREMENTS DICTATE HIGHER LEVELS. ALSO, MAXIMUM WATER ABSORPTION SHOULD BE REDUCED AND REQUIREMENTS FOR FREEZE -THAW TESTING INCREASED. 3.1.6.1.REQUIRE A CURRENT PASSING ASTM C 1262 OR EQUIVALENT GOVERNING STANDARD OR PUBLIC AURTHORITY, TEST REPORT FROM MATERIAL SUPPLIER IN NORTHERN OR COLD WEATHER CLIMATES. 3.1.6.2.SEE THE ALLAN BLOCK BEST PRACTICES FOR SRW DESIGN DOCUMENT FOR DETAILED INFORMATION ON FREEZE THAW DURABILITY TESTING CRITERIA AND REGIONAL TEMPERATURE AND EXPOSURE SEVERITY FIGURES AND TABLES TO DEFINE THE APPROPRIATE ZONE AND REQUIREMENTS FOR THE PROJECT. 3.1.7. REFERENCE STANDARDS 3.1.7.1.ASTM C1372 STANDARD SPECIFICATION FOR SEGMENTAL RETAINING WALL UNITS. 3.1.7.2.ASTM C1262 EVALUATING THE FREEZE THAW DURABILITY OF MANUFACTURED CMUS AND RELATED CONCRETE UNITS 3.1.7.3.ASTM D698 MOISTURE DENSITY RELATIONSHIP FOR SOILS, STANDARD METHOD 3.1.7.4.ASTM D422 GRADATION OF SOILS 3.1.7.5.ASTM C140 SAMPLE AND TESTING CONCRETE MASONRY UNITS 3.1.8. DELIVERY STORAGE AND HANDLING 3.1.8.1.CONTRACTOR SHALL CHECK THE MATERIALS UPON DELIVERY TO ASSURE PROPER MATERIAL HAS BEEN RECEIVED. 3.1.8.2.CONTRACTOR SHALL PREVENT EXCESSIVE MUD, CEMENTITIOUS MATERIAL, AND LIKE CONSTRUCTION DEBRIS FROM COMING IN CONTACT WITH THE MATERIALS. 3.1.8.3.CONTRACTOR SHALL PROTECT THE MATERIALS FROM DAMAGE. DAMAGED MATERIAL SHALL NOT BE INCORPORATED IN THE PROJECT (ASTM C1372). 3.2. WALL ROCK 3.2.1. MATERIAL MUST BE WELL -GRADED COMPACTABLE AGGREGATE, 0.25 IN. TO 1.5 IN., (6 MM - 38 MM) WITH NO MORE THAN 10% PASSING THE #200 SIEVE (ASTM D422) 3.2.2. MATERIAL BEHIND AND WITHIN THE BLOCKS MAYBE THE SAME MATERIAL. 3.3. INFILL SOIL 3.3.1. INFILL MATERIAL SHALL BE SITE EXCAVATED SOILS WHEN APPROVED BY THE ON-SITE SOILS ENGINEER UNLESS OTHERWISE SPECIFIED IN THE DRAWINGS. UNSUITABLE SOILS FOR BACKFILL (HEAVY CLAYS OR ORGANIC SOILS) SHALL NOT BE USED IN THE REINFORCED SOIL MASS. FINE GRAINED COHESIVE SOILS WITH FRICTION ANGLE (0) LESS THAN 31 DEGREES WITH A PI RANGE BETWEEN 6 AND 20 AND LL FROM 30 TO 40, MAY BE USED IN WALL CONSTRUCTION, BUT ADDITIONAL BACKFILLING, COMPACTION AND WATER MANAGEMENT EFFORTS ARE REQUIRED. POORLY GRADED SANDS, EXPANSIVE CLAYS AND/OR SOILS WITH A PLASTICITY INDEX (PI) GREATER THAN 20 OR A LIQUID LIMIT (LL) GREATER THAN 40 SHOULD NOT BE USED IN WALL CONSTRUCTION. 3.3.2. THE INFILL SOIL USED MUST MEET OR EXCEED THE DESIGNED FRICTION ANGLE AND DESCRIPTION NOTED ON THE DESIGN CROSS SECTIONS, AND MUST BE FREE OF DEBRIS AND CONSIST OF ONE OF THE FOLLOWING INORGANIC USCS SOIL TYPES: GP, GW, SW, SP, GP -GM OR SP -SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D422. SIEVE SIZE PERCENT PASSING 1 INCH (25 MM) 100-75 NO. 4 (4.75 MM) 100-20 NO. 40 (0.425 MM)___0 - 60 NO. 200 (0.075 MM) --P - 35 3.0.1. WHERE ADDITIONAL FILL IS REQUIRED, CONTRACTOR SHALL SUBMIT SAMPLE AND SPECIFICATIONS TO THE WALL DESIGN ENGINEER OR THE ONSITE SOILS ENGINEER FOR APPROVAL AND THE APPROVING ENGINEER MUST CERTIFY THAT THE SOILS PROPOSED FOR USE HAS PROPERTIES MEETING OR EXCEEDING ORIGINAL DESIGN STANDARDS. 4. WALL CONSTRUCTION 4.1. EXCAVATION 4.1.1. CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE CONSTRUCTION DRAWINGS. CONTRACTOR SHALL USE CAUTION NOT TO OVER -EXCAVATE BEYOND THE LINES SHOWN, OR TO DISTURB THE BASE ELEVATIONS BEYOND THOSE SHOWN. 4.1.2. CONTRACTOR SHALL VERIFY LOCATIONS OF EXISTING STRUCTURES AND UTILITIES PRIOR TO EXCAVATION. CONTRACTOR SHALL ENSURE ALL SURROUNDING STRUCTURES ARE PROTECTED FROM THE EFFECTS OF WALL EXCAVATION. 4.2. FOUNDATION SOIL PREPARATION 4.2.1. FOUNDATION SOIL SHALL BE DEFINED AS ANY SOILS LOCATED BENEATH A WALL. 4.2.2. FOUNDATION SOIL SHALL BE EXCAVATED AS DIMENSIONED ON THE PLANS AND COMPACTED TO A MINIMUM OF 95% OF STANDARD PROCTOR (ASTM D698) PRIOR TO PLACEMENT OF THE BASE MATERIAL. 4.2.3. FOUNDATION SOIL SHALL BE EXAMINED BY THE ON-SITE SOILS ENGINEER TO ENSURE THAT THE ACTUAL FOUNDATION SOIL STRENGTH MEETS OR EXCEEDS ASSUMED DESIGN STRENGTH. SOIL NOT MEETING THE REQUIRED STRENGTH SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIAL. 4.3. BASE 4.3.1. THE BASE MATERIAL SHALL BE THE SAME AS THE WALL ROCK MATERIAL (SECTION 3.2) ORA PERMEABLE GRANULAR MATERIAL. 4.3.2. BASE MATERIAL SHALL BE PLACED AS SHOWN ON THE CONSTRUCTION DRAWING. TOP OF BASE SHALL BE LOCATED TO ALLOW BOTTOM WALL UNITS TO BE BURIED TO PROPER DEPTHS AS PER WALL HEIGHTS AND SPECIFICATIONS. 4.3.3. BASE MATERIAL SHALL BE INSTALLED ON UNDISTURBED NATIVE SOILS OR SUITABLE REPLACEMENT FILLS COMPACTED TO A MINIMUM OF 95% STANDARD PROCTOR (ASTM D698) 4.3.4. BASE SHALL BE COMPACTED AT 95% STANDARD PROCTOR (ASTM D698) TO PROVIDE A LEVEL HARD SURFACE ON WHICH TO PLACE THE FIRST COURSE OF BLOCKS. THE BASE SHALL BE CONSTRUCTED TO ENSURE PROPER WALL EMBEDMENT AND THE FINAL ELEVATION SHOWN ON THE PLANS. WELL -GRADED SAND CAN BE USED TO SMOOTH THE TOP 1/2 IN. (13 MM) ON THE BASE MATERIAL. 4.3.5. BASE MATERIAL SHALL BEA 4 IN. (100 MM) MINIMUM DEPTH FOR WALLS UNDER 4 FT (1.2 M) AND A 6 IN. (150 MM) MINIMUM DEPTH FOR WALLS OVER 4 FT (1.2 M). 4.4. UNIT INSTALLATION 4.4.1. INSTALL UNITS IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS FOR THE SPECIFIC CONCRETE RETAINING WALL UNIT, AND AS SPECIFIED HEREIN. 4.4.2. ENSURE THAT UNITS ARE IN FULL CONTACT WITH BASE. PROPER CARE SHALL BETAKEN TO DEVELOP STRAIGHT LINES AND SMOOTH CURVES ON BASE COURSE AS PER WALL LAYOUT. 4.4.3. FILL ALL CORES AND CAVITIES AND A MINIMUM OF 12 IN. (300 MM) BEHIND THE BASE COURSE WITH WALL ROCK. USE INFILL SOILS BEHIND THE WALL ROCK AND APPROVED SOILS IN FRONT OF THE BASE COURSE TO FIRMLY LOCK IN PLACE. CHECK AGAIN FOR LEVEL AND ALIGNMENT. USE A PLATE COMPACTOR TO CONSOLIDATE THE AREA BEHIND THE BASE COURSE. ALL EXCESS MATERIAL SHALL BE SWEPT FROM TOP OF UNITS. 4.4.4. INSTALL NEXT COURSE OF WALL UNITS ON TOP OF BASE COURSE. POSITION BLOCKS TO BE OFFSET FROM SEAMS OF BLOCKS BELOW. PERFECT RUNNING BOND IS NOT ESSENTIAL, BUT A 3 IN. 75 MM MINIMUM OFFSET IS RECOMMENDED. CHECK EACH BLOCK FOR PROPER ALIGNMENT AND LEVEL. FILL ALL CAVITIES IN AND AROUND WALL UNITS AND TO A MINIMUM OF 12 IN. (300 MM) DEPTH BEHIND BLOCK WITH WALL ROCK. BLOCK, WALL ROCK AND INFILL SOIL PLACED IN UNIFORM LIFTS NOT EXCEEDING 8 IN. (200 MM). COMPACTION REQUIREMENTS FOR ALL SOILS IN AREAS IN, AROUND AND BEHIND THE REINFORCED MASS SHALL BE COMPACTED TO 95% OF MAXIMUM STANDARD PROCTOR DRY DENSITY (ASTM D698) WITH A MOISTURE CONTENT CONTROL OF +1% TO -3% OF OPTIMUM. 4.4.5. FOR TALLER WALL APPLICATIONS, STRUCTURAL FILL SHOULD BE SPECIFIED FOR A MINIMUM BOTTOM 1/3 TO 1/2 OF THE REINFORCED FILL. IF STRUCTURAL FILL IS NOT UTILIZED IN THE REINFORCED MASS, THE DEPTH OF WALL ROCK BEHIND THE BLOCK SHOULD BE INCREASED. SEE THE BEST PRACTICES FOR SRW DESIGN DOCUMENT FOR MORE INFORMATION. 4.4.6. THE CONSOLIDATION ZONE SHALL BE DEFINED AS 3 FT (0.9 M) BEHIND THE WALL. COMPACTION WITHIN THE CONSOLIDATION ZONE SHALL BE ACCOMPLISHED BY USING A HAND OPERATED PLATE COMPACTOR AND SHALL BEGIN BY RUNNING THE PLATE COMPACTOR DIRECTLY ON THE BLOCK AND THEN COMPACTING IN PARALLEL PATHS FROM THE WALL FACE UNTIL THE ENTIRE CONSOLIDATION ZONE HAS BEEN COMPACTED. A MINIMUM OF TWO PASSES OF THE PLATE COMPACTOR ARE REQUIRED WITH MAXIMUM LIFTS OF 8 IN. (200 MM). EXPANSIVE OR FINE-GRAINED SOILS MAY REQUIRE ADDITIONAL COMPACTION PASSES AND/OR SPECIFIC COMPACTION EQUIPMENT SUCH AS A SHEEPSFOOT ROLLER. MAXIMUM LIFTS OF 4 INCHES (100 MM) MAY BE REQUIRED TO ACHIEVE ADEQUATE COMPACTION WITHIN THE CONSOLIDATION ZONE. EMPLOY METHODS USING LIGHTWEIGHT COMPACTION EQUIPMENT THAT WILL NOT DISRUPT THE STABILITY OR BATTER OF THE WALL. FINAL COMPACTION REQUIREMENTS IN THE CONSOLIDATION ZONE SHALL BE ESTABLISHED BY THE ENGINEER OF RECORD. 4.4.7. INSTALL EACH SUBSEQUENT COURSE IN LIKE MANNER. REPEAT PROCEDURE TO THE EXTENT OF WALL HEIGHT. INDIVIDUAL COURSE HEIGHT MAY VARY DUE TO ALLOWABLE BLOCK MANUFACTURING TOLERANCES PER ATSM C1372. CONTRACTOR MUST VERIFY WALL HEIGHT, IF NOTED AS BEING CRITICAL, PRIOR TO COMPLETION OF CONSTRUCTION TO ENSURE THE ELEVATION OF THE TOP OF THE WALL OR THE CONTROLLING ELEVATION MATCHES DESIRED PLAN ELEVATION, IF NOTED AS CRITICAL. CONTRACTOR MUST FOLLOW THIS METHOD FOR SINGLE WALLS OR WALLS THAT BRANCH OFF INTO A TERRACED ORIENTATION. 4.4.8. AS WITH ANY CONSTRUCTION WORK, SOME DEVIATION FROM CONSTRUCTION DRAWING ALIGNMENTS WILL OCCUR. VARIABILITY IN CONSTRUCTION OF SRWS IS APPROXIMATELY EQUAL TO THAT OF CAST -IN-PLACE CONCRETE RETAINING WALLS. AS OPPOSED TO CAST -IN-PLACE CONCRETE WALLS, ALIGNMENT OF SRWS CAN BE SIMPLY CORRECTED OR MODIFIED DURING CONSTRUCTION. BASED UPON EXAMINATION OF NUMEROUS COMPLETED SRWS, THE FOLLOWING RECOMMENDED MINIMUM TOLERANCES CAN BE ACHIEVED WITH GOOD CONSTRUCTION TECHNIQUES. VERTICAL CONTROL - +-125 IN. (32 MM) MAX. OVER 10 FT (3 M) DISTANCE HORIZONTAL LOCATION CONTROL - STRAIGHT LINES +-1.25 IN. (32 MM) OVER A 10 FT (3 M) DISTANCE. ROTATION - FROM ESTABLISHED PLAN WALL BATTER: 2.0 DEG. 4.5. ADDITIONAL CONSTRUCTION NOTES 4.5.1. WHEN ONE WALL BRANCHES INTO TWO TERRACED WALLS, IT IS IMPORTANT TO NOTE THAT THE SOIL BEHIND THE LOWER WALL IS ALSO THE FOUNDATION SOIL BENEATH THE UPPER WALL. THIS SOIL SHALL BE COMPACTED TO A MINIMUM OF 95% OF STANDARD PROCTOR (ASTM D698) PRIOR TO PLACEMENT OF THE BASE MATERIAL. ACHIEVING PROPER COMPACTION IN THE SOIL BENEATH AN UPPER TERRACE PREVENTS SETTLEMENT AND DEFORMATION OF THE UPPER WALL. ONE WAY IS TO REPLACE THE SOIL WITH WALL ROCK AND COMPACT IN 8 IN. (200 MM) LIFTS. WHEN USING ON-SITE SOILS, COMPACT IN MAXIMUM LIFTS OF 4 IN. (100 MM) OR AS REQUIRED TO ACHIEVE SPECIFIED COMPACTION. 4.5.2. VERTICAL FILTER FABRIC USE IS NOT SUGGESTED FOR USE WITH COHESIVE SOILS. CLOGGING OF SUCH FABRIC CREATES UNACCEPTABLE HYDROSTATIC PRESSURES IN SOIL REINFORCED STRUCTURES. WHEN FILTRATION IS DEEMED NECESSARY IN COHESIVE SOILS, USE A THREE DIMENSIONAL FILTRATION SYSTEM OF CLEAN SAND OR FILTRATION AGGREGATE. VERTICAL FILTER FABRIC MAY BE USED TO SEPARATE THE WALL ROCK ZONE FROM FINE GRAINED, SANDY INFILL SOILS IF THE DESIGN ENGINEER DEEMS IT NECESSARY BASED ON POTENTIAL WATER MIGRATION FROM ABOVE OR BELOW GRADE, THROUGH THE REINFORCED ZONE INTO THE WALL ROCK ON THE PROJECT. HORIZONTAL FILTER FABRIC SHOULD BE PLACED ABOVE THE WALL ROCK COLUMN TO PREVENT SOILS FROM MIGRATING INTO THE WALL ROCK COLUMN. 4.5.3. EMBANKMENT PROTECTION FABRIC IS USED TO STABILIZE RIP RAP AND FOUNDATION SOILS IN WATER APPLICATIONS AND TO SEPARATE INFILL MATERIALS FROM THE RETAINED SOILS. THIS FABRIC SHOULD PERMIT THE PASSAGE OF FINES TO PRECLUDE CLOGGING OF THE MATERIAL. EMBANKMENT PROTECTION FABRIC SHALL BE A HIGH STRENGTH POLYPROPYLENE MONOFILAMENT MATERIAL DESIGNED TO MEET OR EXCEED TYPICAL CORPS OF ENGINEERS PLASTIC FILTER FABRIC SPECIFICATIONS CW -02215 • STABILIZED AGAINST ULTRAVIOLETUV DEGRADATION AND TYPICALLY EXCEEDING THE VALUES IN TABLE 1, PAGE 7 OF THE AB SPEC BOOK.) 4.5.4. WATER MANAGEMENT IS OF EXTREME CONCERN DURING AND AFTER CONSTRUCTION. STEPS MUST BE TAKEN TO ENSURE THAT DRAIN PIPES ARE PROPERLY INSTALLED AND VENTED TO DAYLIGHT OR CONNECTED TO AN UNDERGROUND DRAINAGE SYSTEM AND A GRADING PLAN HAS BEEN DEVELOPED THAT ROUTES WATER AWAY FROM THE RETAINING WALL LOCATION. SITE WATER MANAGEMENT IS REQUIRED BOTH DURING CONSTRUCTION OF THE WALL AND AFTER COMPLETION OF CONSTRUCTION. 4.6. SURFACE DRAINAGE 4.6.1. RAINFALL AND OTHER WATER SOURCES SUCH AS IRRIGATION ACTIVITIES CAN BE DEFINED AS SURFACE WATER. THE RETAINING WALL DESIGN SHALL TAKE INTO CONSIDERATION THE MANAGEMENT OF THIS WATER. 4.6.2. SITE GRADING SHALL BE DESIGNED TO ROUTE SURFACE WATER AROUND AND AWAY FROM THE WALL. 4.6.3. THE INTERNAL DRAINAGE SYSTEM OF THE RETAINING WALL IS DESIGNED TO REMOVE INCIDENTAL WATER THAT INFILTRATES INTO THE SOIL BEHIND THE WALL. ADEQUATE STORM WATER DRAINAGE SYSTEMS ARE REQUIRED TO COMPLETELY DRAIN THE AREA AROUND THE RETAINING WALL STRUCTURE. 4.6.4. DRAIN PIPING, TOE DRAIN, SHOULD BE LOCATED AT THE BACK OF THE ROCK DRAIN FIELD BEHIND THE WALL AS CLOSE TO THE BOTTOM OF THE WALL AS ALLOWED WHILE STILL MAINTAINING A POSITIVE GRADIENT FOR DRAINAGE TO DAYLIGHT, OR TO A STORM WATER MANAGEMENT SYSTEM. 4.6.5. A HEEL DRAIN MAYBE REQUIRED AT BACK OF THE CUT TO ROUTE WATER AWAY FROM THE REINFORCED SOIL MASS DURING THE CONSTRUCTION PROCESS. 4.6.6. GROUND WATER CAN BE PRESENT WITHIN THE SOIL DUE TO SURFACE INFILTRATION OR WATER TABLE FLUCTUATION. IF GROUND WATER IS ENCOUNTERED DURING CONSTRUCTION AN ADEQUATE DRAINAGE SYSTEM MUST BE INSTALLED OR THE WALL DESIGN MUST CONSIDER THE PRESENCE OF WATER WITHIN THE SOIL MASS. 4.6.7. ALL WATER COLLECTION DEVICES SUCH AS ROOF DOWNSPOUTS, STORM SEWERS, AND CURB GUTTERS MUST BE DESIGNED TO ACCOMMODATE MAXIMUM FLOW RATES AND OUTLET OUTSIDE THE RETAINING WALL AREA. 4.6.8. RETAINING WALLS IN CONDITIONS THAT ALLOW STANDING WATER TO OVERLAP THE WALL FACE ARE CONSIDERED WATER APPLICATIONS. THESE WALLS REQUIRE SPECIFIC DESIGN AND CONSTRUCTION STEPS TO ENSURE PERFORMANCE. '�` l dy of Il heat Relic >1r 4igioin Lhvuor_xum APPROVED Bivlawilid fBLGOdB 7:6fi ilArm kirkmoney 05/04/2021 Plans Exarrrarw Dil My �aafa0ww wanwr01 w►hill e a.rex"vb+ai.a•u .a".twt w. afidi.wa..awnii o(a.i,it e.-*" to a.X tea paw}eu e� �4p.�, rn#.er a(ory.gy eiay.. w.m. p�.r.q±a,pN.Mr'skr•+p"loch urmglo6i. . n; Nil n.!➢s>x�R�Y+'rPllaFien o6 W 6FM Maaat W �o5i Reviewed by the City of Wheat Ridge Engineering Division APPROVED Jordan Jefferies BY: DATE: 3/30/2021 COMMENTS:Upon completion, Engineer's certification required stating that wall was built in accordance with plans SHEET/NDEX NO. DRAWING SUBJECT SH 1.0 NOTES & SPECIFICATIONS SH 1.1 SITE PLAN SH 2.0 WALL 1 PLAN AND ELEVATIONS SH 2.1 WALL 2 PLAN AND ELEVATIONS SH 2.2 WALL 3 PLAN AND ELEVATIONS SH 2.3 WALL 4 PLAN AND ELEVATIONS SH 2.4 WALL 5 PLAN AND ELEVATIONS SH 2.5 WALL 6 PLAN AND ELEVATIONS SH 3.0 CAST IN PLACE AND ALLAN BLOCK TYPICAL DETAILS SH 3.1 ROCKERY WALL TYPICAL DETAILS EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com Z W 0. O J J i W W r� C) Z N M 21017 VO , •' $BERT � , v� P..0054123 zo; COPYRIGHT 2021 W V C) TW i I This document is an instrument of service, and as such remains the property of the Architect. Permission for use of this document is limited and can be extended only by written agreement with EVstudio, LLC. 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I I) \\ Iill ( l / / < e I II \ \ J r I J r \ /, 1 \ \ / 36 bA(C \ I/ //I \ 1\ ( ' r \ \/1 \ z 1 / ?i l 1 I I J I 1 / \ L 70 1 I I I K I I I I I _ 374 n LSHALL BE'IN8 — _ ^��--'--- --_ S� /a'e / J 11 I L ��LC r ON &OWf/ r//�/ t , / \ti \_ —_ —_/ /_—___� \_;a d/ 3z / / ( \ I Jl/// \/ \\\ COPYRIGHT 2021 —SSEE j1140 TRIC\�� --- �/ 3 —�— M1/Jl r > ( -- �� This document is an instrument of service, and as such / // /'– / ^1"'/ --�" / 4 yj r N f J / / f — \�" _ /1 / I remainsthe property of the Architect. Permission foruse /U v of this document is limited and can be extended only by written agreement with EVstudio, LLC. /------- --F---- al ��—=----r-----�_--`--- ----- s I ! -- ) f x l / r /� / / / el V IZ% It —� —� _e \ ✓ \ , \ \\ `\ \ \\ \ / �- \ PERMIT SET DATE: 02/17/2021 - - - - - - DRAWN BY: MHH Pr�' `i - --_-----_ ori --- �'' 1`-- \/ //' ____-/` /J ^ / /--/ l\ /r^_ // i 1\ 1 t! 1 I / ` // --✓ I �f I r r%J CHECKED BY: JNH SITE PLAN SITE PLAN SCALE: V=40' /5 pbbotl SH1 U�0 ✓.a O \s 9 D�yc ■ n EL. 5520'-0" EL. 5510'-0" EL. 5500'-0" BE N ---S :Az- r�THtN F F-\ 17__T/M (S -E \tl _FA L L ,---E X _", S N G VV A L\L\ s =BOTTOM OF WALL EL. = 5,509.40' - 1� TOP OF WALL L. = 5,514.81' -/ BOTTOM OF WALL EL. = 5,513.00' -TOP OF WALL EL. = 5,516.76' PRI VEI NOIV—Z)HKIIVK blKWAUKAL UKUUI. BOTTOM OF WALL `EL. = 5,513.85' TOP OF WALL EL. = 5,515.86' 'OAT ALL STEEL WITH 3OWDER COAT PAINT ,OLOR FOREST GREEN 2 1/2" O.D. CONTINUOUS STEEL TOP BAR 1/2° CHAMFER ON CORNERS HEADWALL/WINGWALL BOTTOM OF WALL EL. = 51514.87' TOP OF WALL EL. = 5,515.26' PLAN & ELEVATION REINFORCED CONCRETE CAST IN PLACE WALL DETAILS SCALE: 3/16" = 1' U/Bs pbbott�\ W ISO c cite EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com w W fy r� �/ / Z O J Q 00 Z J J cn Q O � LLJ W v LL <cD U) � � O Z N z O M � J U) W W - W = 21017 ADO p�;��EtBERryF2J �2 PE.0054123 0. COPYRIGHT 2021 This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH WALL 1 CAST IN PLACE CONCRETE SH200 EL. 5530'-0" EL. 5520'-0" IawI I li RAILIuu u. r ILAI wI n��.� Ann BOTTOM OF WALL EL. = 5,518.49' BELOW GRADE AT BOTTOM OF WALL PLAN & ELEVATION ROCKERY WALL DETAILS SCALE: 1/4" = 1' P-7 BOTTOM OF WALL EL. = 5,523.44' — TOP OF WALL EL. = 5,524.92' I ? 7 1 f U/0�pbbott��\ E Vs At Denver, CO Evergreen, CO udio 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com U) W Q U) W n O J W W Cn 0 Z N M H (A W> 21017 ADO p�;��EtBERryF2J PE.0054123 0. COPYRIGHT 2021 O ry O J O U Al W CD 0 Q W i This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH WALL 2 ROCKERY WALL LOT 5 SH201 EL. 5520'-0" EL. 5510'-0" ilillWa a PROVIDE A MINIMUM OF 1/2 BLOCK BURIED AT BASE OF WALL 4" TO 6" THICK GRAVEL LEVELING PAD, #57 STONE OR SIMILAR. igI FT BOTTOM OF WALL EL. = 5,512.65'- �i�� 17- Q BOTTOM OF WALL TOP OF WALL EL. = 5,514.75' i 1696 BOTTOM OF WALL EL. = 5,516.69' FL— TOP OF WALL EL. = 5,516.54' _�— / TOP OF WALL EL. = 5,513.80' 14.66 S /BOTTOM OF WALL f j EL. = 5,51�� ' _i / / F L 0 TOP OF WALL EL. = 5,513.60 BOTTOM OF WALL 5, EL. = 5,510.73' —� BOTTOM OF WALL EL. = 5,511.85' TOP OF WALL EL. = 5,513.92' —TOP OF WALL EL. = 5,513.67' s � � BOTTOM OF WALL / 2, EL. = 5,514.59' TOP OF WALL EL. = 5,514.69 / �FL 0 If CN 1t6-96 o� NV .66 PLAN & ELEVATION ALLAN BLOCK WALL DETAILS. 2.94' RETAINED HEIGHT SCALE: 1/8" = 1' U�0 Pbbo"SNBaa W ISO c cite EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com W W U) V Z O ^J Q I..L 00 Z J J cn Q O � LLJ w U Q<>LL QCD V W Z N 0� Z � M � � J U) W W - W = 21017 ADO p�;��EtBERryyF2J PE.0054123 0. COPYRIGHT 2021 This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH WALL 3 ALLAN BLOCK WALL SH202 EL. 5560'1 EL. 5550'1 EL. 5540'1 EL. 5530'1 EL. 5520'1 EL. 5510'-0"$ BASE OF WALL TOP OF WALL - EL. = 5,518.66' BOTTOM OF WALL EL. = 5,516.33' v 3-66 / J BOTTOM OF WALL EL. = 5,520.46' TO 12" GRAVEL LEVELING PAD TOP OF WALL EL. =5=5519.90' — — —1-- f — / BOTTOM OF WA—i1.6-96 - - - - 0 99 - / EL. = 5,517.69 / — — �� FL — ��`_— _ 1 28.36 FL _ 28.8& 30. OTTOM OF WALL G EL. = 5,520.07' ��94- 30.38 TOP OF WALL EL. = 5,521.82' OTTOM OF WALL _ — �_ — / FG — �- DG -EL. = 5,523.78' — — \ _ — -- — C), —29,.31— HP ra W _ TOP OF WALL / OTTOM OF WALL— // \ EL. = 5,530.02' — — 26. EL. = 5,522.03' , / / — — '-FL TOP OF WALL — — = 525.5''��-�55�--\��1 - —299 �� ti /E� = 5, / TOP OF WALL _ — _ — — - OTTOM OF WALL - 34 \ _ FL — -` — LOTS 1 - BOTTOM OF WALL TOP OF WALL % / , EL J 5,531.53 _ EL_5,537.33' — — — _ _ 148 Q FT / EL. = 5 526.01 TOP OF WALL , �` — r\ OTTOM OF WALL — = _ EL. = 5,541.85 / /Jl 1A '/ 1� fl ��)(�� i,� \` 1� -,�-- 4 OP OF WALL r \ \ \ \ \ J J _ — OTTOM OF WALL \ °\ EL. = 5,542.49 EL. 5,544.91 CN FOP81� 1,4 OTTOM OF WALL TOP OF WALL _ — _ - J % �` , EL. = 5,547.93, = EL^= 5,545.42' \ � I Ill/ ///��-�/� -- ,r \\ � / > \� / S/�✓�----- -_-=�� -= � � �� TOP OF WALL " EL. =5,549.99' TOP OF WALL- EL. = 5,556.64' - r t \ \ OTTOM OF WALL \ \ \ \ ^ _EL. = 5,549.85' - 1 OTTOM OF WALL 1 -EL. = 5,554.36' \ \ \ \ BOTTOM OF WALL EL. = 5,553.14' _ TOP OF WALL 7- 1 \ EL. = 5,559.45' \ TOP OF WALL EL. = 5,553.15' PLAN & ELEVATION ROCKERY WALL DETAILS SCALE: 1/16" = 1' EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com W Uj fy VJ Z LU 0. Q w 21017 ADO O ��E6ERTy.2J 2 PE.0054123 0; COPYRIGHT 2021 This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH WALL 4 ROCKERY WALL /as PpDou,, SH203U�0 Baa 211 O EL. 5550'-0" EL. 5540'-0" EL. 5530'-0" BOTTOM OF WALL 4 AtLey W 11501 �X! [t] 9LTI%10 - PROVIDE 6" TO 12" OF EMBEDMENT AT BASE OF WALL 1 i \ TOP O �— �-- EL. = 5 BOTTOM OF WALL \� EL. = 5,537.81' \ \ BOTTOM OF WALL EL. = 5,538.95' \ \ BOTTOM OF WALL \ \� EL. = 5,541.84' PLAN & ELEVATION ROCKERY WALL DETAILS SCALE: 1/8" = 1' ^I U EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com H W W H CD J � ry D O U) c) Q O � w W V U)o 0 zwaN� co � �O(jW UJ Ui 21017 ADO p�;��EtBERryF2J PE.0054123 0. COPYRIGHT 2021 This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH WALL 5 ROCKERY WALL /es pbbottA, 0 U�0 Baa O SH204 n EL. = 5,570'-0" EL. = 5,560'-0" EL. = 5,550'-0" PROVIDE MINIMUM 1/2 BLOCK EMBEDDED RFI ()W C.RAnP AT Tr)P (1F WAI I TOP OF WALL TOP OF WALL /� EL. = 5,561.65' EL. = 5,564.55' / 1 I BOTTOM OF WALL BOTTOM OF WALL \ EL. = 5,559.64' EL. = 5,564.37' BOTTOM OF WALL EL. = 5,558.80' TOP OF WALL / EL. = 5,560.67' / TOP OF WALL I EL. = 5,559.32' / TOP OF WALL EL. = 5,554.70' / TOP OF WALL EL. = 5,557.64'1 BOTTOM OF WALL BOTTOM OF WALL EL. = 5,557.74' EL. = 5,556.34' PLAN & ELEVATION ALLAN BLOCK WALL DETAILS, 2.01' RETAINED HEIGHT SCALE: 3/16" = 1' I / TOP OF WALL / EL. = 5,553.58' VBOTTOM OF WALL EL. = 5,553.68' BOTTOM OF WALL EL. = 5,554.81' % U/Bs pbbott�\ W ISO c cite EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com W W `y 1r n U/ V Z 0 J 0 00 Z J U) U)Q 0 � � W v LL <cD W Z N � z 0 co � J U) W WLU = 21017 ADO p�;��EtBERryF2J �2 PE.0054123 0. COPYRIGHT 2021 This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: ALLEN BLOCK WALL ALONG KIPLING RD. WALL 6 SH205 10" MAX HEIGHT RETAINED 5'-6" MAX SLOPE 3H:1 V MAX SLOPE 3H:1V HANDRAIL (DESIGN BY OTHERS) 12" THICK WALL ROCK STEM VERTICAL REINFORCEMENT: #4 BAR @ 10" ON CENTER HORIZONTALLY STEM HORIZONTAL REINFORCEMENT: #4 BAR @ 9" ON CENTER VERTICALLY 3" DIAMETER OR LARGER WEEP HOLE w/ FILTER FABRIC ON INSIDE FACE TO PREVENT CLOGS BASE TOP AND BOTTOM REINFORCEMENT: #4 BAR @ 10" ON CENTER BASE TOP AND BOTTOM HORIZONTAL REINFORCEMENT: #4 BARS @ 18" ON 1=1 = CENTER 10" 1'-0" 5'-4" ' TYPICAL CAST IN PLACE WALL DETAILS SCALE: 1" = 1' ALLAN BLOCK FILL CAVITIES w/ WALL ROCK TIE INTO SITE DRAINAGE FILTER FABRIC TO BE PLACED BETWEEN TOPSOIL AND WALL ROCK RETAINED SITE SOIL FOR WALLS 3FT OR LESS IN EXPOSED HEIGHT DO NOT REQUIRE GEOGRID REINFORCEMENT TYPICAL ALLEN BLOCK WALL DETAILS SCALE: 1" = 1' pbbott,�\ EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com U) LU Q U) LU LU LU Ld_ U) V z J 0 z N M 21017 ADO p�;��EtBERryF2J PE.0054123 0. COPYRIGHT 2021 O r) Q O J O U W CD Q LU This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH CAST IN PLACE AND MSE WALL DETAILS SH300 �> QO �U LU Z W � zLL cn _ W = h w0 � o� IL 'A" MINIMUM BASE WIDTH = SEE TABLE GEOTEXTILE DRAINAGE FABRIC 12" DRAINAGE LAYER TYPICAL ROCKERY WALL PROFILE ON SLOPED GROUND 3/4" = 1'-0" MINIMUM DIMENSION OF CAP BLOCK PARALLEL TO WALL 1'-4" MAXIMUM RETAINED WALL HEIGHT 6'-0" MINIMUM DEPT OF EMBEDMENT T-0" 6" TO 12" LEVELING PAD TYPICAL ROCKERY WALL FACE ROCKERY WALL PROPERTIES MINIMUM BASE MINIMUM ROCK MINIMUM ROCK MINIMUM DEPTH REQUIRED MAX HEIGHT WIDTH DIMENSION WEIGHV) OF EMBEDMENT BEARING CAPACITY (FEET) (INCHES) (INCHES) (POUNDS) (INCHES) (PSF) 6 42 12 250 12 2,000 5 36 12 200 12 1,650 4 30 12 150 12 1,350 (1) SEE CAP ROCK REQUIREMENTS PER GENERAL NOTES. EVstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com W ui fy VJ Z W n O J J 21017 ADO p�;��EtBERryF2J PE.0054123 0. COPYRIGHT 2021 W i This document is an instrument of service, and as such remains the property of the Architect. Permission for use ofthis document is limited and can be extended only by written agreement with EVstudio, LLC. PERMIT SET DATE: 02/17/2021 DRAWN BY: MHH CHECKED BY: JNH ROCKERY WALLS TYPICAL DETAILS / SPbbotlA, SH301Ute¢ Baa 211 0 m V Q 0 a co v N rn O m 3 z QDg z 0 0 z 0 V D z O V i a Y N m N O O m m 0 N V O d N i N W � E �v 30 0 15 30 60 ORIGINAL SCALE: 1 "= 30' HORIZ. 5525 NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY Of THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 5525 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, ANY GROUNDWATER ENCOUNTERED DURING THE LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, CONSTRUCTION OF ANY PORTION OF THIS PROJECT. ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE PLANS FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS 8• ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE 9• MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM OCCURRENCE. THE OWNER OF SAID PROPERTY 5525 5520 CONCRETE SIDEWALK PROPOSED WALL 5515 EXISTING GRADE PROPOSED GRADE 5510 5505 5500 0+00 SECTION DD PROFILE: H:1"=30'V: 1 "=6' 5520 5515 5510 5505 INSTALL HANDRAIL IN LOCATIONS WHERE WALL EXCEED 30° IN HEIGHT TO FINISHED GRADE (SEE DETAIL TO THE LEFT) 5500 0+50 r i L ,% j� N6�•�j9� -10.32 ' S51C FG / .o UTILITY FLU i UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. �S 11.09 0.23 i �s C BOW - / / o -13.09 �Gj1� 0,0. TOW Q e 10.08 �U, / Q Gi BOW ODs �• �>' 00,° t13.67'-?�Og 13.18 FL �11.18- --'BOW OW j o � '0 N / O 16.33 � `'9 _ 13.42 °� Q - BOW BOW J (OW �I TOW c-418.66 .BOW ?• 49�• Tow Bow 14.19 TOW / 3.66 / 22.03 - 5 O U 0 LU z LU �z U U_ p 0 Z) Qoa 0 _j c) }; zz 0 C'7 CIO_C_> C rn z 0 z z C) j9. 1 /� � � FL TOW 21.09 J / FG r / / J / 2. 20.46 �� // TOW / O / 8.36 ✓ - / 15.96 / / / BOW / '00 I .� / � 1 �' 10.38, A5 / 5515 - ?34� / /� i� '00. 01 ✓ 25.61 / r >s�I / / - w / TOW1, / / // i 9.00/ OT 6-�.-�j�, Bow :v �� '� i / 14,344 SQ FT h• hh / / // //// /i%�= /1o.FG �;, 0.3293 AC f ✓ / r •mss / / 11//// // ///�-- __11 5 / 1 / / �W 9.66 / - _ -/ 9s LOT 9 / / / / / / // / /// // / - / 1. SQ FT / / / / j /)(/// // 0-0// , -?st -mss.�127548 / �1 / /r ( ) // z �s9 - 0.2881 AC- / \ 14 0+00 0+80 1+00 1+80 2+00 2+64 /- LOT 5 �) h X525 / h / J w 151547 SQ FT \ / I I ) �° i ?? / / / / 0.3569 AC , �o`ti �' •6' f I I) L / P \ SECTION AA SECTION BB SECTION CC /, / ,,�� l ,,,,,-� � �• y,,� �o r ,/ ! I I / \ PROFILE: H: 1"=30'V: 1"=6' PROFILE: H:1"=30'V: 1"=6' PROFILE: H:1"=30'V: 1"=6' 7 U) 1 D0� y / / 0.%� / r ti /,, •/, I ��l//1/ 1� ,��, 21.23 / / / / �) �-� . - - z \ � r�\ >>///t/( W - w / / f / r �� / J I i / / ( // ✓ 1 hh BOW 22.67 _ _ 23.78 _ 1 35.50 / \ r / k )1) ) / / / � C) / / 18.44 22.28 FL - \40/ / z\ / 1► �~'% ''I / FG 9.A7' /�// 2BOW- - / 11 I 1 1/ 18.49 19.36 ( f I I J I I I 1 l BOW Bow 24.92 N ° / / I I / fl //j�(` �„L �A / / �/ / / l/ / J 18.77 22.80. 3?� Tow �h� / / hh�,o f I /I I �Ca� t �� , // `L ` O J/ `.%'�� r '//�� // / / /� l I r TOW Tow _ �• o / J / I / �/ \ Z r /i .�r , l �� / J II frig - Iss W W = 10.00 //// I - 26.49 - 25.48 s ^ j i I I I 1 ^ ^ _ ��// / /k � �. s ) s0 J '/o'_'__ r J J / FG 9.08 / / I 18.53 - TOW 27.87 \ 27.10 25.60 / f )) I I , \ �--_ / / \ \ \(D OOOOF .A� 00, Id' op rL FL LOT 8 �/ r� /// r / ��/ / / / 12 698 SQ FT / ,� r,� // �9,4s ice/ / /i / / \ \\� '� �� I / / I I ,� / / / l e, r e- ^ �, / 1 ��• !F / / /j/ / .i 0.2915 AC / / 111J 1 r/ �/ \�I 1\ I I f J O "00", % ! ?� /✓ ^` ti\ / / l f // (/ I A \ 1/ 1j I0110 V / op /��// LOT 4 / / 5530 \ 1 / / S i 1 \ �/ I ( 1 1 ` �� J .55- / 16 511 SQ FT / \ / l / 1 / I / I (/ . r r I % t) BB -1 9-002 / � / � - i� 14.99 i / ✓ / / � off, FG �/ s.58�/ // I / _ � 1 11 � / I I J TRACT 6 / / � / /� /j y\� / / / j / '01, / 0.3791 AC ( ti \ \ \ I / I f I f 10 366 SQ FT I , OGS / / / /,/ // / / / / r / ^ \ \ 32.65 _ 34.83 / _ _ 38.92 N r I l % 0.2380 AC a / / '�' / / / i-,.•- Lj � / / / co �\ 32.78 - ) I I L// /�/ r /r r r 1 o f I / rFIL '0000, 1000, :01 / 10.77 / , / ij ^ \ $ 111\ \ /I �\ \ ♦��\ 1 34.22 017 .0-26.14 34.01 _ 32.53 cS FL \ 1 I ( I - 00, FL ! / / / / 32.78 / ° 111\ \ 1 / 1 I \ 1 \ 1 / 101- 10 ��•_' �/ i /j s o 5`'x'6 - FL \ I �/ / / /� LOT 2 / / /.,- 1 / LOT 7 ,12.60 15 367 SQ FT / / �, �•> FG ,� / �// / o f"' L/ /� >s. / / r 12 793 SQ FT 1 !)/til I I 1 l / I I I �� /� �� // /� 12.38• / / 0.3528 AC �`�� / �° ,\ / l I ( 1 I 1 I /`'c� �'' �/ �� /' / -' -` ' 34.22 \�\ 0.2937 AC 1 l III I I RN F008114 1 / "� do '�/ i / ✓ Fj10 / / ��'L •O •c 32.82 r 1 FL / _ COPYRIGHT 2020 ///l� J e-,-_ )T / / / / / / LOT 1 / , LOT 3 L i I I 1 I I 11l l I r / "t 1', l This document is an instrument of service, and as such / _� / r r \ remains the property of the Engineer. Permission for use of / j r i / j // •� /moi j / 13.56v / / / 24, 516 SQ FT l / / a T / / v 15, 800 SQ FT / 11' I 1 r/ / 1 1 l 1 / / / / J this document is limited and can be extended only by written FIG/ �., / / 0.5628 AC I // r 0.3627 AC 1 I I \ / I / a 1 ) III , I 1 \ / I (\ \ �� / agreement with L&L Engineering, LLC. ^/ // /�- 13.43 / / / / 29.22 l / /// J I 36.70 I I r I / / i REVISION: '/ 36.70 1 / / / / �0 / 1 I t' _ 1 FIL / / / I ,� FL"or 4y �� / I i I / � f 14.87 J 14.37 1 1 `\ �\ I �-�'J / `/ //--.�'��--^-N. -�' j /) I I J/I l/ 1 I I / HANDRAIL SHALL BE INSTALLED ✓ - - - - 37.00 s I �`�' ON WALL WITHIN ROW J / �� i5.2s r- 14.25 5516 / . �� ` I _ - '- _ -- .� - _ -- - �_ :� _ __ _ _ �/ Jam,, / 'BOW TOW ` � � // �$ \\\� �_�-�'-... ° � ��_ `-.. � -31.45- --�� , cS / / \ SEE SHT. 30 FOR RAIL DETAIL - Bow - / � \�- �` � -_- - _ - ^ - �-� - - � - _ '- - 3s.83 �� 58 '�� I •--�� `- N� ��/ �/ � FL N o l � _j (SEE _ _-.��_ p - c 39.74 ✓ s I 28.36 36.67 / f FL 9.40 13.00 _ - ' 09' -`� - - 36.15 - - l °� f 40.45 / s / i ✓✓ i / DATE: BOW J , BOW_ - .,15.86 _ - 589.20 21 W 726. - - - - _ _ _ _ _ �- -1 z \ - _ - - - _. - FL FL - ° �, , 12/15/2020 / - \ v _ J - - �o f%- ✓ / ` - 1 °�'-- '- ✓ _ _ _ -� -\ ` _ DRAWN BY: RGL 16.76 _ _ _ LEXIS NG WALL\ .TOW1� STOW �� N TOW _ - �� -�� l/ \ / �c�°I` -� J _ -^ -' �_.51� - ---' _ �j. _- `- _ __ _-� -� -- _-__-�_------'� -M-- CHECKED BY: NAL 000- T=== --_====_====_=-- 9 f = - _ _ _ - _ - - - - 04 -GRADING PLAN.tlw GRADING PLAN r 10) _, _ N � N 1 WEST _ \\/ / / r ` ,��-=%1 "wow .==- y \V =tea` / t� \ I ' �i / / �/ % ) /� Wow --r -./ - �/ �� f �� + ��s_-r."A"' - /�� /r� �\� �. v I �' l _ �S / l000l wool / �.INV .01 1 J / / / / / / J �. / J / f < / . j -� \.. \ \ J N� % r OF 42 1"=30' `\gy p)bott Ass o bra 010�� CAAAA •0 9 N W � E �v 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. d000p r� ri J � j r1 ve_ 10^1 ii/�� LOT ]j XoA _ - ,\ �. i- - .-„� 1 � ; f ->� •� � � � ' 10.12 , / � TRACT A c� / - / �r / 'N - = i'FG k J 1 l - J i r �• 5505 :� / 10,039 SQ FT ^,� r _ 1T 0.2305 AC S 9.52 i r / AFL S / \ J 0 -" �' FG \NI r � � �i ��jf j ' i � _ 8.37 - \� ' 1 ✓ �--�-J,� l' �\�G,� ` / 0.a r P\N G 10.23. % 1-3 r � ' •� M _ FG / 1 6 1 •� i %� 5505 55�p10.19 r - J �b1 g / � �• J / FL / 515' LOT 13 J� .. 5� o ";, LOT 14 5 131655 SQ FT ! v R ACT C 1bh.i38�� Q f 11.09 0.237 C BOW - � / 0 U 13.09 X10 TOW 0 - CP FL O� 20 G2 �i O 'Q 13.66, FL 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO 9• MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). GRADES AS SHOWN. WALLS LESS THAN 4.0 IN HEIGHT TO BE DESIGN BUILD 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UN11L THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. QD 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY 131099 SQ FT J 0.3135 AC _ zt 0.3007 AC _ 11 17.9s / 5`1.1/ • s / X8.50 /1,4 �� low � N ti_ Ilk LOT 12 /12,513 SQ FT�5525 6 AC 0.2873 55� 21, 55 , 2a 5529-- 30.40 j 30 _ FL 5531 r -30.28 LOT 11 141386 SQ FT 0.3303 AC 5533 �J 1�-s-I' 5535 � 5531 5537 // 11 I / / _ � L \ Tow �� s _ 556p _ ` - \�N \ ` 1 LOT 10 ` 0 5545 30,694 SQ FT N 5546 Ni I < < ♦- -� 0.7046 AC \ ` ` �, _' \ •r Y - _ /_ 1 54.36 \ 11., t r BOW SSS �. 5 \ 1 �' 59.4 1 X5548 �t S Yom` TOW 1 53.14�� 5549 _ BOW- 53.15, OW o 53.15\^ TOWWW Ab ice, 3.58 // - ��1�\1�� 4\ TOW v. '56.99 / I TOW RN 85074980 ��✓ �' Z / � a \ �� \ � ` \ \ rim �� \( �� /� \\ \ 56. j < </ \ \ -� T ti 58. 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III 1 II � ` Ip I I o/ 62.81 III C, TOW ) BOW UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. zs Abbott qss Uri`\ oc' I& •o 55 l8 0 55i9� 10 W Z LU en 5541 � � U U p D 41.84� BOW 4.22, 5543 < C) C) ow I � ^ % wAI � 554 // 11 I / / _ � L \ Tow �� s _ 556p _ ` - \�N \ ` 1 LOT 10 ` 0 5545 30,694 SQ FT N 5546 Ni I < < ♦- -� 0.7046 AC \ ` ` �, _' \ •r Y - _ /_ 1 54.36 \ 11., t r BOW SSS �. 5 \ 1 �' 59.4 1 X5548 �t S Yom` TOW 1 53.14�� 5549 _ BOW- 53.15, OW o 53.15\^ TOWWW Ab ice, 3.58 // - ��1�\1�� 4\ TOW v. '56.99 / I TOW RN 85074980 ��✓ �' Z / � a \ �� \ � ` \ \ rim �� \( �� /� \\ \ 56. j < </ \ \ -� T ti 58. ( T l t1 \ ~ IN - 61.53 TOW 62.83 TOW _ 1 �\ Ir J X62.8 III IH rn -4- 5513--111 Fc 001 �. _. �, � K / _ X5514 I II 1 II �1 ,� UI Ilk I III 5516 I _III III I 1 II 111 111 II I $$�8 III ^ 1111, 111 \ II _ 5519 III \I1 21051 Fc / III III •, � r 5 III \ 522- .1 II _ I s III \ \ 5�� III_ � I III III 5524 1 II., I _�__ III _ �- •5525` I.Lf\ - 1 -5527. I \ - II t / 32.26FG y1.,1� $3032 FG.36"' II ►°d 5535 -VIII 1\ I IT 1\LI - -5536- ,I) 1 III I 1 / �� - .- �- 553 - � 1 I�• \ 1 -V ` 5538-- ji _553 , III f r9 �I.U� 5540. III „I I 1 I 34 �-5541 I��\ - - I I 111 ---- "$$4El ? ,554 \ \ III 3. III III ,55 _ III ,11�I1 r I 45 $$46`_II `15547 -_IIIA\ 1 JI 1_ 48 5549 IN- I � \ I r .`5550• `III .� III "J--5551 '5552- -53.6311 5552--53.6311 ' .,Bow dl-_�w�.�"__5553.` -I-�il _ I 5554 III - Bowo , 83 \ 5s.s5 - 5556 I IIS s OW BOW - 22 58.05 oW BOW III `I I 5558 III s 59.97 i 111 S Bows _ I 111 � I I $$59 Ilk s 61.12 1 111 BOW ,. III 1 II � ` Ip I I o/ 62.81 III C, TOW ) BOW UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. zs Abbott qss Uri`\ oc' I& •o COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL RADING PLAN EAST OF 42 1"=30' 2 0 W 10 W Z LU Z � U U p D �oa0 U) < C) C) W of Z Z co � 2 LU 2 i o Q 0_5Q w U ZZ0 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL RADING PLAN EAST OF 42 1"=30' U) W U Z W D U) W � � W � J Z W D w O J0 � z � J � O z � � BB -1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL RADING PLAN EAST OF 42 1"=30' 13 .3 6.7 0 Panel Key # - Max Grid Length Stationj 0 1 1 Plan View 2 3 I Radius) 0 1 0 1 0 1 0 1 i.7 Note: For specific panel section information, see individual panel sections. my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. ature: neer: ise NL OW 0 o OW o a no Y N U = N 7 mO N N O C Q O N p O .. > N E u ¢ E m m z — — z � or under � o o .o certified o m z z u u .o ., o m a ou 0 0 Page #: 1 2W 3SP Note: Geogritl IenglFs are (o no on the sections. 1 SP Panel Key # - Max Grid Length Stationj 0 1 1 Plan View 2 3 I Radius) 0 1 0 1 0 1 0 1 i.7 Note: For specific panel section information, see individual panel sections. my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. ature: neer: ise NL OW 0 o OW o a no Y N U = N 7 mO N N O C Q O N p O .. > N E u ¢ E m m z — — z � or under � o o .o certified o m z z u u .o ., o m a ou 0 0 Page #: 1 0 14 29 44°X 68 3 4 68 F u, A�.�n9Q\oc 64.7 b � p w 64.7 ------------- 0 14 61.3 29 4 61.3 58 58 54.7 54.7 51.3 51.3 48 48 64.67 61.34 60.67 64.37 59.64 58.8 63.34 58.67 58 0 30.11 44.07 Top'. Grade'. Bottom'. Station'. Elevation View Section 1 2 3 4 5 Top 64 62.67 61.34 61.34 60.67 od N Grade 62.98 61.14 59.42 59.42 58.7 � Bottom 62 60 58.67 58.67 58 W n Sta. Cut 8.81 20.57 33.79 33.79 45.54 N O C 8 O Sta. End 9.55 21.3 33.79 45.54 57.29 N = 0 Ydo _ N 7 N L. en do N N O C Q O N p O .. an> N E E u ¢ E W 0 Ab N z - z I hereby certify that these calculations were prepared by me or under o o z N my direct supervision and that I am a duly licensed engineer certified Q)m m -_ m and responsible for the content of these calculations. ° 0 0 m ° �i ou Cl Page #: Signature: 2 Engineer: License Number: Date: 120.0.161 o w 3 4 F u, b � p w 0 14 29 4 57 72 86 10 68 68 7 8 9 1 64.7 -___________ - ____________ ' 64.7 � o n w o � p -- m 57 72 86 10 61.3 61.3 58 58 54.7 54.7 51.3 L 51.3 48 48 59.34 57.34 54.67 53.34 57.74 56.34 54.67 52.58 57.34 55.34 54 51.34 60.23 80.79 102.83 114.58 Top'. Grade'. Bottom'. Station'. Elevation View Section 5 6 7 8 9 10 Top 60.67 59.34 58 57.34 56 53.34 od N Grade 58.7 57.93 55.92 56.28 55.4 52.58 � Bottom 58 57.34 55.34 55.34 54.67 51.34Ca W IN Sta. Cut 45.54 57.29 77.12 81.53 93.28 114.58 N O 00 Oa a N ._ O Sta. End 57.29 69.78 81.53 93.28 105.77 114.58 - '- N a - U Y M N = 10 m0 N N O C b O N p O .. > N E u ¢ E m 0 7 N E z - z I hereby certify that these calculations were prepared by me or under o o z N my direct supervision and that I am a duly licensed engineer certified b - b m and responsible for the content of these calculations. ° 0 0 m ° W �i ou Cl Page #: Signature: 3 Engineer: License Number: Date: 20.0,161 7 8 9 1 -___________ - ____________ ' � o n w o � p -- m 57 72 86 10 AB Classic Section 1 of 10 Base Information: Section 0 ft - 9.5 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2 ft Total Panel Height 2.67 ft 0.667 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 2.52 >- 1.5 Actual Overturning 4.88 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 27.69 Sigma_ult - 8152.5 psf Sigma max - 294.46 psf Internal Compound StabIIIN Factor of Safety 1.55 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 4 6• I K.. acoxamdca �s� �,` ad ad ,e AB Classic Section 2 of 10 Base Information: Section 9.5 ft - 21.3 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2.67 ft Total Panel Height 3.33 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 1.99 >- 1.5 Actual Overturning 3.13 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 20.53 Sigma_ult - 8505.82 psf Sigma max - 414.27 psf Internal Compound StabIIIN Factor of Safety 1.5 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 8 �o' �ya Kyl2l Mi Olm ftm ftm 7� q,ol� , 11 =01 'ad ,o, 11 d0- o,," I" 1� lxlald� � I- ald am aco< amd � ad x aldll� � a I cood � a �' Ica I c0l,, 7� J� COJd XI CO d � I ad ad Iq 3 ad ay �X I aa ��D � � aa� � Id , d� � 3 a d Z 57 �ya Kyl2l Mi Olm ftm ftm RM am am am nm 1 zi Z 57 5 57 IZ a, a a, AB Classic Section 3 of 10 Base Information: Section 21.3 ft - 33.8 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2.67 ft Total Panel Height 3.33 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 1.72 >- 1.5 Actual Overturning 2.4>-2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 14.53 Sigma_ult - 7637.24 psf Sigma max - 525.66 psf Internal Compound StabIIIN Factor of Safety 1.54 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 12 14' �ya Kyl2l Mi Olm ftm ftm 7� q,ol� , 11 =01 'ad ,o, 11 d0- o,," I" 1� lxlald� � I- ald am aco< amd � ad x aldll� � a I cood � a �' Ica I c0l,, 7� J� COJd XI CO d � I ad ad Iq 3 ad ay �X I aa ��D � � aa� � Id , d� � 3 a d Z 57 �ya Kyl2l Mi Olm ftm ftm RM am am am nm 1 zi Z 57 5 57 IZ a, a a, AB Classic Section 4 of 10 Base Information: Section 33.8 ft - 45.5 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2.67 ft Total Panel Height 3.33 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 1.72 >- 1.5 Actual Overturning 2.4>-2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 14.53 Sigma_ult - 7637.24 psf Sigma max - 525.66 psf Internal Compound StabIIIN Factor of Safety 1.54 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 16 AN c 1� IN IN I JA 11 ON, � Ac N AN 2A I loa Aq� A JA — RO AAA RO� q� AN ZJ 3 N A AN, 2 59 A� A � 11 1 A� 3 IN A Aq� A N — AA I I CA � 11 A 3 IN iA xq `,l A MAM �w 16 1 3 A I ON A— AN 4�'ANA �W 20 6 3 A ON M— AN �8' �ya Kyl2l Mi Olm ftm ftm 7� q,ol� , 11 =01 'ad ,o, 11 d0- o,," I" 1� lxlald� � I- ald am aco< amd � ad x aldll� � a I cood � a �' Ica I c0l,, 7� J� COJd XI CO d � I ad ad Iq 3 ad ay �X I aa ��D � � aa� � Id , d� � 3 a d Z 57 �ya Kyl2l Mi Olm ftm ftm RM am am am nm 1 zi Z 57 5 57 IZ a, a a, AB Classic Section 5 of 10 Base Information: Section 45.5 ft - 57.3 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._ ,.11 A -N BLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2.67 ft Total Panel Height 3.33 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 1.69 >- 1.5 Actual Overturning 2.33 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Dep. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 13.95 Sigma_ult - 7534.19 psf Sigma max - 540.12 psf Internal Compound StabIIIN Factor of Safety 1.55 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 20 AN c 1� IN IN I JA 11 ON, � Ac N J� iA I loa Aq� A JA — 10 AAA 101 q� A � A 3 N A A A, 2 A A� A � 11 1 D 3 IN A A A � A N — AA I I CA � 11 7 3 IN iA xq AA A MAM �W iJi 22 3 A, ON A— AN 4�'ANA �W 221 7 3 A ON M— AN lmwl�W�W�m =ww W im pr Imr J� �� 3� � a I � �' - �' ' 3 a" 1 1 3 �� J � 71� I ql q 1� �7 a loj -� TO 13 COT30J� d� ql� L I ��l q d N X � �� T X��q� d� ��10 � d� 7��CaCJ�01' I 13�1�aqOM �= � a� J aqOM aqOM 3�aT T� �J� =ww W im pr Imr 1� �7 L I �ya Kyl2l Mi Olm ftm ftm 7� q,ol� , 11 =01 'ad ,o, 11 d0- o,," I" 1� lxlald� � I- ald am aco< amd � ad x aldll� � a I cood � a �' Ica I c0l,, 7� J� COJd XI CO d � I ad ad Iq 3 ad ay �X I aa ��D � � aa� � Id , d� � 3 a d Z 57 �ya Kyl2l Mi Olm ftm ftm RM am am am nm 1 zi Z 57 5 57 IZ a, a a, AB Classic Section 6 of 10 Base Information: Section 57.3 ft - 69.8 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2 ft Total Panel Height 2.67 ft 0.667 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 2.09 >- 1.5 Actual Overturning 3.44 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Dep. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 19.02 Sigma_ult - 7298.64 psf Siq ma max - 383.7 psf Internal Compound StabIIIN Factor of Safety 1.61 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 24 25' I �3 K.. acoxamdca �s� ad ad ,e �3 AB Classic Section 7 of 10 Base Information: Section 69.8 ft - 81.5 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2.67 ft Total Panel Height 3.33 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 1.63 >- 1.5 Actual Overturning 2.18 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 12.64 Sigma_ult - 7283.92 psf Sigma max - 576.43 psf Internal Compound StabIIIN Factor of Safety 1.56 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 20 �ya Kyl2l Mi Olm ftm ftm 7� q,ol� , 11 =01 'ad ,o, 11 d0- o,," I" 1� lxlald� � I- ald am aco< amd � ad x aldll� � a I cood � a �' Ica I c0l,, 7� J� COJd XI CO d � I ad ad Iq 3 ad ay �X I aa ��D � � aa� � Id , d� � 3 a d Z 57 �ya Kyl2l Mi Olm ftm ftm RM am am am nm 1 zi Z 57 5 57 IZ a, a a, AB Classic Section 8 of 10 Base Information: Section 81.5 ft - 93.3 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2 ft Total Panel Height 2.67 ft 0.667 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 2.47 >- 1.5 Actual Overturning 4.72 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Dep. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 26J8 Sigma_ult - 8078.89 psf Sigma max - 301.65 psf Internal Compound StabIIIN Factor of Safety 1.55 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 32 I K.. acoxamdca �s� ad ad ,e AB Classic Section 9 of 10 Base Information: Section 93.3 ft - 105.8 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._-.11.AKAKKLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 1.33 ft Total Panel Height 2.67 ft 0.667 ft Angle of Setback 6 Deq. Depth of Block 0.99 ft Length of Block 1.47 ft Safety Factors Static External Actual Sliding 2.22 >- 1.5 Actual Overturning 3.85 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 21.61 Sigma_ult - 7593.08 psf Sigma max - 351.41 psf Internal Compound StabIIIN Factor of Safety 1.59 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 36 I K.. acoxamdca �s� ad ad ,e AB Classic Section 10 of 10 Base Information: Section 105.8 ft - 114.6 ft Base Width: 2 ft Base Depth: 0.5 ft Base From Toe: 0.5 ft Allan Block Disclaimer: n p.p p -a- f.p p 1d n _r-1:._ ,.11 A -N BLK_ -� .a �raiam.�aiiq-1dp.r.a ea<uen=p. .11-.9- •v Ae-131-1-3 KEFAUUT-1w3-aii—i.p.v 1-w--.emsr sam-=. Via, appr,pr --1h, pr, Wall Design Variables AB Classic Section Height 2 ft Total Panel Height 2.67 ft 0.667 ft Angle of Setback 6 Deg. Depth of Block 0.99 ft Length of Block 1.47 ft Safety F-3Ctpre Static External Actual Sliding 2.95 >- 1.5 Actual Overturning 6.57 >- 2 Friction Angle 32 Unit WF 120 r Friction Angle 30 Deg. Unit WF 120 pcf Friction Angle 30 Deq. Unit WF 120 pcf Cohesion 100 psf Factor of Safety 36.44 Sigma_ult - 8741.37 psf Sigma max - 239.91 psf Internal Compound StabIIIN Factor of Safety 1.5 Course Number 0 Wall Rack Requirements Variable Depth Height Depth my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N W m n n o 0 O a o 0 Y N U O N 0 m 0 N Q O N p O .. W N E u¢ o E u mO m In z 0 0 z U Z U C O N -,6 N .M u o 0 0 o o m o_��0_00 Page #: 40 41' 42' I 42' K.. acoxamdca �s� ad ad ,e rte." a-- ��aul F—a— all IMMIMUMMuCaNill l.ro„.dOp_.nE(d,e,euti(yCppflbpp, .,hsssh� — ,.a �. sio Ell E='WALL Hal N. Cu,rx nr� " o°`omn r ..E.Meorow naraw r emµiM us Id Nolcal Reinforced Wall Section E c a g E w m m EZ and i eeponeihie mi the content an these rzimiaeon:. 'neei reitine 6uu ce Pose S: o Signature: 44 Engine fill OGbIIS Npt TO Sole License Number: Date: Ry4onA A�.�n9 �Q\oma K A FlLTER FABRIC TO BE WALL6ATTERTiER FROM VERTICPL�p AI%M BETWEEN TOPSOIL gryO WALL ROCR - urtnrartminnUF a N—ALAN BLOCK UNR T EXPOSED WALL HEIGHT (:�:ETAINED S.H.eiaocHuxr N fINISXEOGPME WELL.GRADED GRPNULAR WKL vrtu.anmeomw.n.w ww. ma+oanro �' i EMBEDMENT CEPTII / / / ROOK 0.25 in T01.5 in I�mm��mmmilnxaa MilliW UI n .\ �\ (S .,TO LESS THAN 10% PINES CH d C O LG 0 d O_ AIn(1COmm)� <in(100mm)TOEDMN —h,1/ hUN = PIPE VENTED TO DAYLIGHT = 10 0110 " N N TVDical Gravitv Wall Section Insiden Corner ADDlication IN E U a Q E w 0 b E GO zE z I hereby certify that these calculations were prepared by me or under'd o M u my direct supervision and that I am a duly licensed engineer certified zo Q` m —_ and responsible for the content of these calculations. 0 o o ° L >m 0 J J> ou 0 0 Page #: Signature: ^ C YJ Engineer: Note: Details Not To Scale License Number: Date: 20.0.16 Pnoon 4x4xoidrxnc F1EVPipX p1E95 oixlN 0%�ErzH xatmvrtxoxa —T— REINF— u :•©:: ryomm NFYMxPR 4909 iW rcn4Eaw N AGM � W � n m 0 N N Outside Corner ADDlication Inside Curve ADDlication E U a - E w z zL. E I hereby certify that these calculations were prepared by me or under u o o z u C my direct supervision and that I am a duly licensed engineer certified Q) —_ m 6 and responsible for the content of these calculations. ° 0 0 m ° Page #: Signature: [�V 46 c Engineer: Note: Details Not To Scale License Number: Date: Outside Curve ADclication Note: Details Not To Scale ALLAN BLOCK UNIT WELL -GRADED GRANULAR WALL ROCK 0.25 in TO 1.5 in (5 mm TO 38 mm) LESS THAN 10% FINES MINIMUM OF ONE BURIED BLOCK EXTENDED INTO SLOPE TO PREVENT EROSION SteD-UD at Base Course my direct supervision and that I am a duly licensed e and responsible for the content of these calculations. neer: or unaer certified N m W � n o a o = m 7 N Om N C Q N O E p ¢ � EO .. E> N Eu"'m� m E Z C C Z U Z U C ou u m o m o_��o�0_00 Page #: 47 AB Wall Material and Labor Estimate Worksheet Material Estimate (Using Elevation View): Ouantity Unit Overage Ouantity Cost Total AB Classic 231 Blocks 0 % 231 $0.00 $0.00 Wall Caps 78 Blocks 0 % 78 $0.00 $0.00 Filter Fabric 25.46 ydA2 0 % 25.5 $0.00 $0.00 Rock in Base 6.87 on 0 % 6.9 $0.00 $0.00 Wall Rock 15.6 ton 0 % 15.6 $0.00 $0.00 Drain Pipe 229.16 ft 0 % 229 $0.00 $0.00 Labor Estimate Length / Area Unit Cost / Hour Total Base Crewl 114.6 ft 1 0 ft/hr 1 $0.00 1 $0.00 Wall Crewl 150 ftA2 1 0 ftA2/hr 1 $0.00 1 $0.00 Labor Total $0.00 Engineering Estimate Wall Area Cost/ftA2 Total Engineering Costl 226.2 ftA2 $0.00 $0.00 Engineering Total $0.00 Block overage has not been added to the total wall area The accuracy and use of numbers contained in this document and program are the sole responsibility of the user of this program. Allan Block Corp. a no liability for the use or misuse of this worksheet. The user must verify each estimate and calculation for accuracy as they pertain to their particular protect Please note that the quantities of AB Corner units are not estimated automatically. The user must manually determine the number of AB Corner units needed for their particular protect. Subtotal $0.00 Profit 0 % Overhead 0 % Project Total $0.00 Cost / ftA2 $0.00 $0.00 rnton Page # 48 Wstudio studic Calculation Package For West 32"d Avenue & Kipling Wheat Ridge, CO 02/17/2021 Prepared By: Mark H. Hamilton P.E. Structural Engineer Reviewed By: James N. Houlette, P.E. Structural Engineer Director s � rs PE -00541.3 2 �e6 P,bbott AS Gra %� 0 5335 W 481h Ave 303.670.7242 ph design@evstudio.com Denver, CO 80212 303.679.1862 fax www.evstudio.com Rockery wall design EVstudio 02/17/2021 By Mark Hamilton, P.E. ,tive Friction angle retained soil m, typically 30s to 36° stive Friction angle crushed rock 0e typically 40° to 45° ime Cohesion =0 c assume equal 0 for drained 'effective"condition rface friction angle S typically 2/30 too drainage layer 6 - 0' 0.166 drainage fabric 6-n 0, 0.000 unit weight It 110 to 130 pd . unit weight T 150 pd hed rock drainage layer ye 105pd mum embedment D 1' for level ground mum embedment D to provide 6' lateral for sloping ground IR of embedment ignored for disturbance d steep cut, back slope cut inclination, measured from vertical zP face slope of retained soil, on slope ind surface inclination, measured from horizontal p above cut slope :cut inclination, measured from horizontal a 90°-w ing pressure 0r calculate ement FOS, calculate harge pressures on level ground earth pressure, conservatively ignore crushed rock g,9, equivalent fluid pressure I force due to soil active pressure FAH radians ital force on bad: of rockery FH FAH+Fs ital force due to soil active pressure FAH 0.349 ital force due to surcharge Fr 0.244 ge q. 0.166 of Wall H 0.000 id[h of wall Bw 0.321 e friction factor p apply FOS =1.5 when using passive pressures, else FOS =1 i force on base of rockery F, shallow cut, no back slope of rockery wall W Volume of rod: times unit weight ming moments about the toe of the rockery Mo shallow cut, no bad: slope ig moments about the toe of the rockery M, steep cut, back slope ital distance from centroid of rod: to toe of wall xi half of base width resistance at toe of wall F" conservatively zero pressure coefficient for soil at toe of wall g" (tan'(45+tr/2))/FOS," ,e friction angle for soil at toe of wall 0r From G eotechnical report, using same as retained of Safety applied to Passive pressure coefficient FOS, 1.5 of Safety against overturning FSoT icity about the center of the base of rockery a should be within m iddle 1/3 of base for stability Design va lues degrees radians 0. 30 0.524 S 20 0.349 W 14(4'.1) 0.244 W 9.5 (6'.1) 0.166 p 0 flat ground 0.000 P 18.4 (3'.1) 0.321 FH=651.8 45 0.785 H Eft shallow cut, no back slope It 120 Hd steep cut, bad: slope q, 0 psf shallow cut, no bad: slope T 150 pd steep cut, back slope p 3.5 shallow cut, no back slope B., 3 ft W, W K, 1.5 ft FOS, 1.5 D 12 inches d 12 inches Table 7 Typical friction factors forFSr Base Rock Texture Foundation Material Estimated Rough Dense, medium gained sang 0=36° 0.7 Smooth, angular rods with fiat faces Stiff silt or clay, 30s 0.4 Rough Moderately Weathered bedrock, m=36° 0.6 Rough 12" layer of crushed rod:, =30° 0.8 Smooth, angular rods with Hat faces 12" layer foundation fill, 35° 0.7 g,-�s'Iw+O)1[�s'Iwl`�sls-wl`1+I�,;n10+s1`sm10-011/��Is-wl`��1�-wlll�sl' g,= 0.307 steep cut, back slope g,= 0.195 shallow cut, no back slope g" _ (ran'(45+0,/2)/Fosx, steep cut, bad: slope N"=2 shallow cut, no bad: slope Sliding Horizontal force due to retained soil and surcharge FH = 0.5y,gaH2coslb+P)+q,KAH FH=651.8 lbs steep cut, back slope FH=419.8 lbs shallow cut, no back slope Weight of resisting (rockerywall) psf steep cut, bad: slope W = H`Bv H`(V'.H)`H/2)`y. psf shallow cut, no bad: slope W=2250 lbs steep cut, back slope W=2025 lbs shallow cut, no back slope Fp = m(W+F„) Fµ 8297.8 Fµ 7241.9 FOS (sliding) = 12.7 FOS Ialidir w =17 2 Ibs Ibs steep ora, back slope Tnannw nt. nn hay: steep cut, back slope shallow cut, no back slope Rotation Dverturning Moments about toe M. = 0.5 ft K. H' co,(5-w)(H/3) +, K. H (H/2) M"=1303.5 ft Is steep cut, bad: slope Mo -419.8 ft Is shallow cut, no back slope Resisting Moments about toe M,= EWA, t 0.5 Y, IS H'sln(S+y)[(H/3)`tan(w)+B) +0.5 Y, N" (D-0)' BD d)/3) M,=3777.8 ft Is steep cut, bad: slope M,=3191.9 ft Is shallow cut, no back slope FSoT= 2.9 steep cut, bad: slope FSoT= 7.6 shallow cut, no bad: slope Bearing eccentricity e= B/2 -(Mr M.)/(W+0.59,g,H2sin(6,) e= 0.46 steep cut, bad: slope e= 0.16 shallow cut, no bad: slope middle third = (B/3)/2 middle third = 0.50 maximum bearing pressure q_ - W+0.59,g,H2sin(6,)/B`(1+6e/B) q_-1512 psf steep cut, bad: slope q_-911 psf shallow cut, no bad: slope q,w"m.e FOS =1.52267 psf steep cut, bad: slope q,.a"m.e FOS =1.51366 psf shallow cut, no bad: slope Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 1 Denver, CO 'ystem = 150 pcf Toe length Calc. by Date Chk'd by Date App'd by Date 80212 Height of retained soil MH 2/1/2021 R = 18.5 deg Depth of cover dcover = 1 ft RETAINING WALL ANALYSIS In accordance with International Building Code 2015 Retaining wall details Stem type Cantilever Stem height hstem = 7.41 ft Stem thickness tstem = 10 In Angle to rear face of stem a = 90 deg Stem density 'ystem = 150 pcf Toe length Itoe = 1 ft Heel length Iheei = 3.5 ft Base thickness tbase = 10 In Base density 'ybase = 150 pcf Height of retained soil hret = 5.41 ft Angle of soil surface R = 18.5 deg Depth of cover dcover = 1 ft Retained soil properties Soil type Stiff sandy clay Moist density 'ymr = 120 pcf Saturated density 'ysr = 120 pcf Effective angle of internal resistance (r = 30 deg Effective wall friction angle 6r = 15 deg Base soil properties Soil type Stiff sandy clay Soil density yb = 120 pcf Cohesion Cb = 100 psf Effective angle of internal resistance t b = 30 deg Effective wall friction angle 6b = 15 deg Effective base friction angle Ebb = 20 deg Allowable bearing pressure Pbearing = 2000 psf Loading details Live surcharge load Surcharges = 100 psf Horizontal line load at 6 ft PL1 = 109 plf Tedds calculation version 2.9.04 Wbon\ J CAA Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 2 Denver, CO Isur = Iheei = 3.5 ft Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 Xsur_h = heff / 2 = 4.207 ft Area of wall stem �-1'—�410"14 3'6" 0 100 psf 1864 psf 11 psf r 5 4" 0 General arrangement Calculate retaining wall geometry gel � 429 psf Base length (base = Itoe + tstem + Iheei = 5.333 ft Moist soil height hmoist = hsoii = 6.41 ft Length of surcharge load Isur = Iheei = 3.5 ft - Distance to vertical component Xsur_v = Ibase - Iheei / 2 = 3.583 ft Effective height of wall heft = hbase + dcover + hret + Isur X tan((') = 8.414 ft - Distance to horizontal component Xsur_h = heff / 2 = 4.207 ft Area of wall stem Astem = hstem X tstem = 6.175 ft2 - Distance to vertical component Xstem = Itoe + tstem / 2 = 1.417 ft Area of wall base Abase = Ibase X tbase = 4.444 ft2 - Distance to vertical component Xbase = Ibase / 2 = 2.667 ft Area of moist soil Amoist = hmoist X Iheei + tan((') X Iheei2 / 2 = 24.484 ft2 - Distance to vertical component Xmoist_v = Ibase - (hmoist X Iheel 2 / 2 + tan((') X Iheei' / 6) / Amoist = 3.632 ft - Distance to horizontal component Xmoist_h = heff / 3 = 2.805 ft Area of base soil Apass = dcover X Itoe = 1 ft2 - Distance to vertical component Xpass_v = Ibase - (dcover X ItoeX (I base - Itoe / 2)) / Apass = 0.5 ft - Distance to horizontal component Xpass_h = (dcover + hbase) / 3 = 0.611 ft Area of excavated base soil Aexc = hpass X Itoe = 1 ft2 - Distance to vertical component Xexc_v =Ibase - (hpass X ItoeX (Ibase - Itoe / 2)) /Aexc = 0.5 ft o<< r0• �f°u - Distance to horizontal component Xexc_h = (hpass + hbase) / 3 = 0.611 ft ur0 Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R -Wall 3 Denver, CO Fexc_v = Aexc X 7b = 120 plf Total Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 Using Coulomb theory Active pressure coefficient KA = sin(a + f r)2 / (sin(a)2 x sin(a - Sr) x [1 + 1 [sin(�r + Sr) x sin(�r - (sin(a - 6r) x sin(a + [3))]]2) = 0.401 Passive pressure coefficient KP = sin(90 - �b)2 / (sin(90 + Sb) x [1 -1 [sin(�b + Sb) x sin(( b) / (sin(90 + 6b))]]2) = 4.977 From IBC 2015 cl.1807.2.3 Safety factor Load combination 1 1.0 x Dead + 1.0 x Live + 1.0 x Lateral earth Sliding check Vertical forces on wall Wall stem Fstem = Astem X 7stem = 926 plf Wall base Fbase = Abase x'ybase = 667 plf Moist retained soil Fmoist_v = Amoist x'ymr = 2938 plf Base soil Fexc_v = Aexc X 7b = 120 plf Total Ftotai_v = Fstem + Fbase + Fmoist_v + Fexc_v = 4651 plf Horizontal forces on wall Surcharge load FsUr_h = KA x COS(6r) x Surcharges x heff = 326 plf Line loads FP_h = PL1 = 109 plf Moist retained soil Fmoist_h = KA x COS(6r) x'ymr x heff2 / 2 = 1644 plf Total Ftotai_h = Fsur_h + FP_h + Fmoist_h = 2078 plf Check stability against sliding Base soil resistance Fexc_h = KP x COS(61b) x'yb x (hpass + h1base)2 / 2 = 969 plf Base friction Ffriction = Cb X (base + Ftotai_v x tan(6bb) = 2226 plf Resistance to sliding Frest = Fexc_h + Ffriction = 3196 plf Factor of safety FoSsi = Frest / Ftotai_h = 1.538 > 1.5 PASS - Factor of safety against sliding is adequate Overturning check Vertical forces on wall Wall stem Fstem = Astem X 7stem = 926 plf Wall base Fbase = Abase x'ybase = 667 plf Moist retained soil Fmoist_v = Amoist x'ymr = 2938 plf Base soil Fexc_v = Aexc X 7b = 120 plf Total Ftotai_v = Fstem + Fbase + Fmoist_v + Fexc_v = 4651 plf Horizontal forces on wall Surcharge load Fsur_h = KA x COS(6r) x Surcharges x heff = 326 plf Line loads FP_h = PL1 = 109 plf Moist retained soil Fmoist_h = KA x COS(6r) x'ymr x heff2 / 2 = 1644 plf Base soil Fexc_h = -KP x COS(61b) x'yb x (hpass + hbase)2 / 2 = -969 plf Total Ftotai_h = Fsur_h + FP_h + Fmoist_h + Fexc_h = 1109 plf Overturning moments on wall Surcharge load Msur_OT = Fsur_h x xsur_h = 1370 Ib_ft/ft Line loads MP_oT = abs(PL1) x (p1 + tbase) = 745 lb—ft/ft ppbou, es ur0r �f°u 0 Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 4 Denver, CO Mbase R = Fbase X Xbase = 1778 Ib ft/ft Moist retained soil Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 Moist retained soil Mmoist oT = Fmoist h X Xmoist h = 4610 Ib ft/ft Total Mtotai oT = Msur oT + MPOT + Mmoist—OT = 6724 lb-ft/ft Restoring moments on wall Wass = Fbase X Xbase = 1778 Ib ft/ft Wall stem Mstem R = Fstem x Xstem = 1312 Ib ft/ft Wall base Mbase R = Fbase X Xbase = 1778 Ib ft/ft Moist retained soil Mmoist—R = Fmoist v x xmoist v = 10672 lb-ft/ft Base soil Mexc R = Fexc v X Xexc v - Fexc h X Xexc h = 652 Ib ft/ft Total Mtotai R = Mstem—R + Mbase R + Mmoist—R + Mexc R = 14414 lb-ft/ft Check stability against overturning Factor of safety FoSot = Mtotai_R / Mtotai_oT = 2.144 > 1.5 PASS - Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall Wall stem Fstem = Astem X 7stem = 926 plf Wall base Fbase = Abase X Mbase = 667 plf Surcharge load Fsur_v = Surcharges X Iheei = 350 plf Moist retained soil Fmoist_v = Amoist X'ymr = 2938 plf Base soil Fpass_v = Apass X 7b = 120 plf Total Ftotai_v = Fstem + Fbase + Fsur_v + Fmoist_v + Fpass_v = 5001 plf Horizontal forces on wall Surcharge load Fsur_h = KA x COS(6r) x Surcharges x herr = 326 plf Line loads FP_h = PL1 = 109 plf Moist retained soil Fmoist_h = KA X COS(6r) X'ymr x heff2 / 2 = 1644 plf Base soil Fpass_h = -KP x COS(61b) x yb x (dcover + hbase)2 / 2 = -969 plf Total Ftotai_h = max(Fsurh + FP_h + Fmoist_h + Fpass_h - (Cb X b + Ftotal_v X tan(6bb)), 0 plf) = 0 plf Moments on wall Wall stem Mstem = Fstem X Xstem = 1312 lb-ft/ft Wall base Wass = Fbase X Xbase = 1778 Ib ft/ft Surcharge load Maur = Fsur_v X Xsury - Fsur_h X Xsur_h = -115 lb—ft/ft Line loads MP = -(PL1 X (pt + tbase)) = -745 Ib_ft/ft Moist retained soil Mmoist = Fmoist v X Xmoist v - Fmoist h X Xmoist h = 6062 lb-ft/ft Base soil Mpass = Fpass_v X Xpass_v - Fpass_h X Xpass_h = 652 lb—ft/ft Total Mtotai = Mstem + Mbase + Maur + MP + Mmoist + Mpass = 8944 lb—ft/ft Check bearing pressure Distance to reaction X = Mtotai / Ftotai v = 1.788 ft Eccentricity of reaction e= X - Ibase / 2 = -0.878 ft Loaded length of base lioad = Ibase = 5.333 ft Bearing pressure at toe gtoe = Ftotai_v / Ibase X (1 - 6 x e / Ibase) = 1864 psf Bearing pressure at heel gheei = Ftotai_v / Ibase X (1 + 6 X e / Ibase) = 11 psf e`p bou. Factor of safety FOSbp = Pbearing / maX(gtoe, gheei) = 1.073 ur0r �f°u Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 5 Denver, CO csr = 2 in Top face of base Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 PASS - Allowable bearing pressure exceeds maximum applied bearing pressure RETAINING WALL DESIGN In accordance with ACI 318-11 Tedds calculation version 2.9.04 Concrete details Compressive strength of concrete f'C = 3000 psi Concrete type Normal weight Reinforcement details Yield strength of reinforcement fy = 60000 psi Modulus of elasticity or reinforcement ES = 29000000 psi Cover to reinforcement Front face of stem csf = 1.5 in Rear face of stem csr = 2 in Top face of base cbt = 2 in Bottom face of base cbb = 3 in From IBC 2015 cl.1605.2.1 Basic load combinations Load combination no.1 1.4 x Dead Load combination no.2 1.2 x Dead + 1.6 x Live + 1.6 x Lateral earth Load combination no.3 1.2 x Dead + 1.0 x Earthquake + 1.0 x Live + 1.6 x Lateral earth Load combination no.4 0.9 x Dead + 1.0 x Earthquake + 1.6 x Lateral earth Loading details- Combination No.1 - kipsAF Shear force- Com bination No.1-kipsfit Bending moment- Combination No.1- kips _flAt /eS Ppbolr Ayg 0 Ora` c��w' O Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 6 Denver, CO Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 Loading details - Combination No.2 - kipsAF Combination No.2-kipsfit Bending moment- Combination No.2- kips _flAt Shear force- Combination No.3-kipsfit Bending moment- Combination No.3- kips _flAt Loading details - Combination No.3 - kipsAF O Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 7 Denver, CO No.4 bars @ 10" c/c Area of tension reinforcement provided Calc. by Date Chk'd by Date App'd by Date 80212 Neutral axis factor - cl.10.2.7.3 MH 2/1/2021 c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.039776 Loading details -Combination No.4 - kipsAF s Combination No.4-kipsfit Bending moment- Combination No.4- kips _flAt Check stem design at base of stem Depth of section h = 10 in Rectangular section in flexure - Chapter 10 Design bending moment combination 2 M = 5579 Ib_ft/ft Depth of tension reinforcement d = h - csr - f sr / 2 = 7.75 in Compression reinforcement provided None Area of compression reinforcement provided Asf.prov = 0 int/ft Tension reinforcement provided No.4 bars @ 10" c/c Area of tension reinforcement provided Asr.prov =1c x f sr2 / (4 x ssr) = 0.236 int/ft Maximum reinforcement spacing - cl.14.3.5 smax = min(18 in, 3 x h) = 18 in PASS - Reinforcement is adequately spaced Depth of compression block a = Asr.prov x fy / (0.85 x fC) = 0.462 in Neutral axis factor - cl.10.2.7.3 (3, = min(max(0.85 - 0.05 x (f'C - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.85 Depth to neutral axis c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.039776 Section is in the tension controlled zone Strength reduction factor min(max(0.65 + (at - 0.002) x (250 / 3), 0.65), 0.9) = 0.9 Nominal flexural strength Mn = Asr.prov x fy x (d - a / 2) = 8858 lb—ft/ft Design flexural strength (Mn = 0 x Mn = 7972 lb—ft/ft M/�Mn=0.700 PASS - Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Asr.des = 0.163 int/ft Minimum area of reinforcement - cl.10.5.3 Asr.mod = 4 x Asr.des / 3 = 0.218 iOft PASS - Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear - Chapter 11 Design shear force V = 2097 Ib/ft 06 Concrete modification factor - cl.8.6.1 k = 1 Nominal concrete shear strength - egn.11-3 VC = 2 x k x 1(fC x 1 psi) x d = 10188 Ib/ft 0 /ng 505/ AV Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 8 Denver, CO No.4 bars @ 10" c/c Area of tension reinforcement provided Calc. by Date Chk'd by Date App'd by Date 80212 Neutral axis factor - cl.10.2.7.3 MH 2/1/2021 c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.034257 Strength reduction factor �s = 0.75 Design concrete shear strength - cl.11.4.6.1 (Vo = t s x Vo = 7641 Ib/ft V/�Vo=0.274 PASS - No shear reinforcement is required Horizontal reinforcement parallel to face of stem Minimum area of reinforcement - cl.14.3.3 Asx.req = 0.002 x tstem = 0.24 in Transverse reinforcement provided No.4 bars @ 9" c/c Area of transverse reinforcement provided Asx.prov =1c x t sx2 / (4 x ssx) = 0.262 int/ft PASS - Area of reinforcement provided is greater than area of reinforcement required Check base design at toe Depth of section Rectangular section in flexure - Chapter 10 h=10 in Design bending moment combination 2 M = 1173 lb—ft/ft Depth of tension reinforcement d = h - cbb - t bb / 2 = 6.75 in Compression reinforcement provided No.4 bars @ 10" c/c Area of compression reinforcement provided Abt.prov =1c x t M2 / (4 x sbt) = 0.236 int/ft Tension reinforcement provided No.4 bars @ 10" c/c Area of tension reinforcement provided Abb.prov =1c x t bbl / (4 x sbb) = 0.236 int/ft Maximum reinforcement spacing - cl.10.5.4 smax = min(18 in, 3 x h) = 18 in PASS - Reinforcement is adequately spaced Depth of compression block a = Abb.prov x fy / (0.85 x fo) = 0.462 in Neutral axis factor - cl.10.2.7.3 (3, = min(max(0.85 - 0.05 x (f'o - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.85 Depth to neutral axis c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.034257 Section is in the tension controlled zone Strength reduction factor min(max(0.65 + (at - 0.002) x (250 / 3), 0.65), 0.9) = 0.9 Nominal flexural strength Mn = Abb.prov x fy x (d - a / 2) = 7680 lb—ft/ft Design flexural strength (Mn = 0 x Mn = 6912 lb—ft/ft M/�Mn=0.170 PASS - Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Abb.des = 0.039 int/ft Minimum area of reinforcement - cl.7.12.2.1 Abb.min = 0.0018 x h = 0.216 Int/ft PASS - Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear - Chapter 11 Design shear force Concrete modification factor - cl.8.6.1 Nominal concrete shear strength - egn.11-3 Strength reduction factor Design concrete shear strength - cl.11.4.6.1 V = 2235 1 b/ft k=1 Vo=2xkx1(fox1 psi) xd=8873 lb/ft t s = 0.75 (Vo=tsxVo=6655 Ib/ft V/�Vo=0.336 PASS - No shear reinforcement is required Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R-Wall 9 Denver, CO No.4 bars @ 10" c/c Area of tension reinforcement provided Calc. by Date Chk'd by Date App'd by Date 80212 Neutral axis factor - cl.10.2.7.3 MH 2/1/2021 c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.039776 Check base design at heel Depth of section h = 10 in Rectangular section in flexure - Chapter 10 Design bending moment combination 2 M = 6592 Ib_ft/ft Depth of tension reinforcement d = h - cbt - t bt / 2 = 7.75 in Compression reinforcement provided No.4 bars @ 10" c/c Area of compression reinforcement provided Abb.prov =1c x t bbl / (4 x sbb) = 0.236 int/ft Tension reinforcement provided No.4 bars @ 10" c/c Area of tension reinforcement provided Abt.prov =1c x �M2 / (4 x sbt) = 0.236 int/ft Maximum reinforcement spacing - cl.10.5.4 smax = min(18 in, 3 x h) = 18 in PASS - Reinforcement is adequately spaced Depth of compression block a = Abt.prov x fy / (0.85 x fo) = 0.462 in Neutral axis factor - cl.10.2.7.3 (3, = min(max(0.85 - 0.05 x (f'o - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.85 Depth to neutral axis c = a / (3, = 0.544 in Strain in reinforcement at = 0.003 x (d - c) / c = 0.039776 Section is in the tension controlled zone Strength reduction factor min(max(0.65 + (at - 0.002) x (250 / 3), 0.65), 0.9) = 0.9 Nominal flexural strength Mn = Abt.prov x fy x (d - a / 2) = 8858 lb—ft/ft Design flexural strength (Mn = 0 x Mn = 7972 lb—ft/ft M/�Mn=0.827 PASS - Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Abt.des = 0.194 int/ft Minimum area of reinforcement - cl.7.12.2.1 Abt.min = 0.0018 x h = 0.216 Int/ft PASS - Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear - Chapter 11 Design shear force V = 2713 Ib/ft Concrete modification factor - cl.8.6.1 k = 1 Nominal concrete shear strength - egn.11-3 Vo = 2 x k x 1(fo x 1 psi) x d = 10188 Ib/ft Strength reduction factor t s = 0.75 Design concrete shear strength - cl.11.4.6.1 �Vo = �s x Vo = 7641 Ib/ft V/(Vo=0.355 PASS - No shear reinforcement is required Transverse reinforcement parallel to base Minimum area of reinforcement - cl.7.12.2.1 Abx.req = 0.0018 x tbase = 0.216 in Transverse reinforcement provided No.4 bars @ 18" c/c each face Area of transverse reinforcement provided Abx.prov = 2 x Tr x t bx2 / (4 x sbx) = 0.262 int/ft PASS - Area of reinforcement provided is greater than area of reinforcement required Te a Tedds EVstudlo Project Hilltop Estates Job Ref. Section Sheet no./rev. 5335 W. 48th Ave Cast in place concrete R -Wall 10 Denver, CO Calc. by Date Chk'd by Date App'd by Date 80212 MH 2/1/2021 -N �-2 4 No 4 bars @9" c!c horizontal rainforcem ent parzllel to face of stem N, 4 bars @ 10" c/c No4 bars @ 10" c/c No4 bars @ 10" c/c No4 bars @18" c/ctransverse reinforcement in base Reinforcement details woon � 06 TO r I°u O r,j :1 -WIN ITjMelW r --BECMNW OF CUREI RETURN 8W --� Ct -CNO VP -CONTE POSIT CPp --EI)RKGATED PLASTIC PA;E am c� SITE N SITE PLAN EAST o CL -ELEVATION EO _fAt EXIST -USNC ff -FIND FLELEVATION EO -f INISHEO G�Ax R ,--SIRE TNT FL -C4ow LK G -I�AS (�B -GRADE LAK ff -;HI[II Pit if -i*IEPL FEET L5 18 UK -UMHOU OO -N ISIDE QAWTR PC -PMT Of CURYATUq w 22 ADS UNDERGROUND DETAILS 4 -NT -OF CUf RETURN n" -"Mm PT -PMT i)F TANCk +ICY PVC -I_YVjW'L Cts PPF_ DETAILS 4 4ENF CO*CfETE PIPE I -SAMTARY SF - SWARE FOOTAGE SV -STMY TC -rte CIP CuBB EXISTING &DEMO -TOP OF FOOT % -TOP OF GRATE TV -TOP OF WALL TV. -TYPICAL WAY -WATT . -ATE 80C — &kCK or EOA -EDq Of ASPKMLT ESMT -EATEMENT A O.E -9,C-ESS AND UT1UTY EASEMENT FZE-A -FSE UK SID EWRY ACaSS V_E -VAIlr' :EASEWEN-F LI -I!. -Ml-Y AND GAIAGE EAi&OT D. _I F -DRY UMTY EAST T -'-,h' -CRQM &EVATI00 AT 1W OF RUAINIG WALL P1. .-h -CRCM BLVATICK AT BUTTOU OF MAMG WALL L'.-':. -EOIX Of 1Cff_ TE OWNER/DEVELOPER WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER L&L ENGINEERING, LLC 6324 XAVI E R CT. ARVADA, CO 80003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@LAUDICKENG.COM LANDSCAPE ARCHITECT OUTDOOR DESIGN GROUP 5690 WEBSTER STREET ARVADA, CO 80002 CONTACT: MATT CORRION PHONE: (303) 993-4811 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O. BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: WESTRIDGE SANITATION DISTRICT 3705 KIPLING STREET, SUITE 101 WHEAT RIDGE, CO 80033 VOICE:(303) 424-9467 FAX: (303) 424-2628 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 514-3668 HILLTOP ESTATES CONSTRUCTION PLANS A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO COVER SHEET FIRE PROTECTION WEST METRO FIRE DEPARTMENT 433 S. ALLISON PARKWAY LAKEWOOD, CO 80226 PHONE: (303) 989-4307 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT: DAVE BROSSMAN PHONE: (303) 235-2864 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, CO 80223 PHONE: (303) 534-6700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 238-0451 VICINITY MAP 53' ROW 30' FL -FL 0 U 2' 5' 2' 17' 0.50'-/ YMIES_27 d' a s. 5' CONCRETE SIDEWALK SCALE: 1"=2000' 17' 2' - PROPOSED DESIGN GRADE LINE 2% 2' 0.50' 5' CONCRETE SIDEWALK PROPOSED FULL DEPTH' PAVEMENT PER SOILS VERTICAL CURB AND GUTTER ENGINEER VERTICAL CURB AND GUTTER W/ W/ 2' CATCH PAN PER Cf1Y 2' CATCH PAN PER CITY OF OF ARVADA DETAIL ST -12 ARVADA DETAIL ST -12 (iYP) TYPICAL STREET SECTION -HILLSIDE DRIVE 2' SIDEWALK WIDENING 0 IXI5f1NG GUARDRAIL TO BE REMOVED I VARIES � PROPOSED GRADE EXISTING GRADE EXISTING RETAi*r I ALL TO BE SAWCUT - AND BURIED. PROPOSED SIDEWALK EXTENSION TO BE POURED OVERTOP. DOWEL 1' #4 REBAR 0 2' SPACING 6'-0" L=' r 4'-0" 2'-6" ATTACHED 2� SIDEWALK 6" IXISfING ASPHALT PAVEMENT TO REMAIN LEXISPNG 6" VERTICAL CURB AND GUTTER Imo`. �EIOST. CROMM I TYPICAL SECTION — 32ND AVE SIDEWALK NTS W.fieat 1 dvt c_�1x1,�►! ilk PLYtL0AMjWr APPROVED Mike Theisen 03/26/2021 Plans E""**C - - Vwft moonik 7*. ,000.. Awo._ >� nq� a�'tli. �.n.rb+. � t+bs,.a�,� I'OI�Or �a_•,�cyrtr ari.a,.q� +*rasa, a�ltio.ift ir 0_ od r*Wge'�,c�o..uos 001* w" V oft %W 0W 0whom of ift ar EXISTING GRADE PROPOSED GRADE VAR CITY OF WHEAT RIDGE PUBLIC WORKS',. ENGINEERING APPROVED FOR:. ❑ DRAINAGE O SIDEWALK 0 CURB & GUTTER -0 STREET 0 MISCELLANEOUS 0 PLAT COMMENT APPROVED FOR CONSTRUCTION 111;� JAN 19, 2021 C. GINE DATE SUBJECT TO FIELD INSPECTIONS 6' 1 7' -6" I2'-6" PROPOSED 2' SIDEWALK .00 6" UTILITY NOTIFICATION CENTER FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Sheet List Table 38TH AVENUE Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 w w 04 SITE PLAN WEST c� SITE N SITE PLAN EAST o Z 07 J w J GRADING PLAN WEST ILI_Y GRADING PLAN EAST WHEAT RIDGE H.S. Z N HILLSIDE DRIVE P&P EAST O J a 13 � 14 WATER P&P EAST 15 Or 16 SANITARY P&P EAST 17 W. 32ND. AVENUE 18 STORM P&P 2 CROWN HILL ADS UNDERGROUND DETAILS 1 20 ADS UNDERGROUND DETAILS 2 21 w 22 ADS UNDERGROUND DETAILS 4 w DETAILS 1 24 DETAILS 2 25 DETAILS 3 26 DETAILS 4 27 N W. 26TH AVENUE 28 DETAILS 6 29 DETAILS 7 30 DETAILS 8 31 EXISTING &DEMO Ln SIGNING PLAN 33 W. 20TH AVENUE 34 TURNING ANALYSIS VICINITY MAP 53' ROW 30' FL -FL 0 U 2' 5' 2' 17' 0.50'-/ YMIES_27 d' a s. 5' CONCRETE SIDEWALK SCALE: 1"=2000' 17' 2' - PROPOSED DESIGN GRADE LINE 2% 2' 0.50' 5' CONCRETE SIDEWALK PROPOSED FULL DEPTH' PAVEMENT PER SOILS VERTICAL CURB AND GUTTER ENGINEER VERTICAL CURB AND GUTTER W/ W/ 2' CATCH PAN PER Cf1Y 2' CATCH PAN PER CITY OF OF ARVADA DETAIL ST -12 ARVADA DETAIL ST -12 (iYP) TYPICAL STREET SECTION -HILLSIDE DRIVE 2' SIDEWALK WIDENING 0 IXI5f1NG GUARDRAIL TO BE REMOVED I VARIES � PROPOSED GRADE EXISTING GRADE EXISTING RETAi*r I ALL TO BE SAWCUT - AND BURIED. PROPOSED SIDEWALK EXTENSION TO BE POURED OVERTOP. DOWEL 1' #4 REBAR 0 2' SPACING 6'-0" L=' r 4'-0" 2'-6" ATTACHED 2� SIDEWALK 6" IXISfING ASPHALT PAVEMENT TO REMAIN LEXISPNG 6" VERTICAL CURB AND GUTTER Imo`. �EIOST. CROMM I TYPICAL SECTION — 32ND AVE SIDEWALK NTS W.fieat 1 dvt c_�1x1,�►! ilk PLYtL0AMjWr APPROVED Mike Theisen 03/26/2021 Plans E""**C - - Vwft moonik 7*. ,000.. Awo._ >� nq� a�'tli. �.n.rb+. � t+bs,.a�,� I'OI�Or �a_•,�cyrtr ari.a,.q� +*rasa, a�ltio.ift ir 0_ od r*Wge'�,c�o..uos 001* w" V oft %W 0W 0whom of ift ar EXISTING GRADE PROPOSED GRADE VAR CITY OF WHEAT RIDGE PUBLIC WORKS',. ENGINEERING APPROVED FOR:. ❑ DRAINAGE O SIDEWALK 0 CURB & GUTTER -0 STREET 0 MISCELLANEOUS 0 PLAT COMMENT APPROVED FOR CONSTRUCTION 111;� JAN 19, 2021 C. GINE DATE SUBJECT TO FIELD INSPECTIONS 6' 1 7' -6" I2'-6" PROPOSED 2' SIDEWALK .00 6" UTILITY NOTIFICATION CENTER FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Sheet List Table Sheet Number Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 OVERALL SITE PLAN 04 SITE PLAN WEST 05 SITE PLAN EAST 06 UTILITY PLAN WEST 07 UTILITY PLAN EAST 08 GRADING PLAN WEST 09 GRADING PLAN EAST 10 HILLSIDE DRIVE P&P WEST 11 HILLSIDE DRIVE P&P EAST 12 INTERSECTION PLAN 13 WATER P&P WEST 14 WATER P&P EAST 15 SANITARY P&P WEST 16 SANITARY P&P EAST 17 STORM P&P 1 18 STORM P&P 2 19 ADS UNDERGROUND DETAILS 1 20 ADS UNDERGROUND DETAILS 2 21 ADS UNDERGROUND DETAILS 3 22 ADS UNDERGROUND DETAILS 4 23 DETAILS 1 24 DETAILS 2 25 DETAILS 3 26 DETAILS 4 27 DETAILS 5 28 DETAILS 6 29 DETAILS 7 30 DETAILS 8 31 EXISTING &DEMO 32 SIGNING PLAN 33 LIGHTING PLAN 34 TURNING ANALYSIS 35 EC INITIAL 36 EC INTERIM 37 EC FINAL L1 LANDSCAPING COVER SHEET L2 OVERALL LANDSCAPE L3 DETAIL LANDSCAPE PLANS L4 LANDSCAPE DETAILS DRN DRAINAGE PLAN EX DRN EXISTING DRAINAGE BASINS EXISTING ASPHALT PAVEMENT TO REMAIN V 4 EXISTING 6" VERTICAL CURB AND GUTTER TYPICAL STREET SECTION - KIPLING STREET NTS CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/19/2021 RECEIVED 1/13/2021 I—EXIST. CROWN I APPLICANT WORKSHOP DENVER PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM y V COD c c W 2 0 W U b LV z 0_ LU Z �eU W U p D Z)oQ0 < C)�1 0 W Z Z �_�_> co C:00 z U0 ZZC) y V COD c c W 9� COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 01 -COVER SHEET.DWG COVER SHEET U) W U Z W D W 0� 0� W � C/) J Z W D U.O w J (!) O Z Y J � O z � � 66-1 9-002 9� COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 01 -COVER SHEET.DWG COVER SHEET GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OF FENCES WITH ADJACENT LAND OWNERS. 7. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. 8. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4 X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER, SANITARY OR CONDUIT. GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BEAT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 4. TOPSOIL SHALL BE COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 5. MAXIMUM ALLOWABLE SLOPE IS 4:1 FOR UNPAVED AREAS, EXCEPT FOR WHERE EXPLICITLY APPROVED BY WHEAT RIDGE. 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ("CITY") ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CITY INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NO"T"IFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL 00811 AT 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER, ADJUST RIMS OF ALL CLEAO}UTS, MANHOLES, VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR 'TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS THE CONTRACTOR SHALL FURNISH "AS -BUILT" PLANS (RECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION. THE AS -BUILT PLANS SHALL BE AS FOLLOWS: a. 1 HARDCOPY, SIGNED & SEALED BY THE ENGINEER -OF -RECORD, IS TO BE DELIVERED ON 24" X 36" BOND PAPER, AND b. l SCANNED FDF OF THE SIGNED & SEALED HARDCOPY, AND c. 1 ELECTRONIC AUTOCAD DWG FILE FORMAT. (ALL SHX AND EXTERNAL REFERENCE FILES MUST BE INCLUDED PRIOR TO ACCEPTANCE). 12. AS -BUILT PLANS SHALL INCLUDE ALL OF' THE FOLLOWING ELEMENTS THAT APPLY TO THIS PROJECT: a. STREETS: CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BY THE DEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED. b. DETENTION POND: SUFFICIENT SPOT ELEVATIONS FOR THE ENGINEER -OF -RECORD TO DETERMINE THE PROPER POND VOLUME. c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FOR, BUT NOT LIMITED TO, MANHOLES (PIPE INVERTS & RIM), DROP INLETS (FL GRATE AND INVERTS), OUTLET STRUCTURE(S), TRICKLE CHANNEL(S), FES, HEADWALLS AND OTHER DRAINAGE -RELATED STRUCTURES. d. LIGHTING: THE LOCATION OF ALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL -BOXES, AND ELECTRIC METERS. e. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON THE PLANS, f. IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRINKLER HEADS, AND SPRINKLER VALVES THAT ARE TO BE MAINTAINED BY THE CITY. 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2861 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14, NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 15. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (303.235.2861). 16. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 17. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LIFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING; STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBITS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL. BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEATRIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 18. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY, STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 19. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 20. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. 21. IF THE AREA OF DISTURBANCE FOR THE PROJECT IS GREATER THAN AN ACRE IN SIZE, EVEN IF THE PROJECT IS TO BE COMPLETED IN PHASES, REFER TO THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS. 22. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 23. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303,235,2861, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. City of G -A03 GENERAL NOTES -PVT qrwh6atRid DETAIL - CODE � GENERAL NOTES FOR DEPARTMENT OF PUBLIC WORKS PRIVATE DEVELOPEMENT ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 UTILITY NOTIFICATION CENTER AL FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. 5 O U b LU z LU U U_ p 0 <C) J C) LO Zcoz C 2 C 2 > C aj Z CU Z4ZC) U) W U Z W D W ry CD W BB -1 9-002 P�bo!t xissa �iXkng D,,,Ie COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 01- COVER SHEET.DWG GENERAL NOTES 02 OF 42 1"=40' Q N W + E S 40 0 20 40 80 ORIGINAL SCALE: 1 "= 40' HORIZ. LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER :11111111►[%I:11111:1:%N BUILDING SETBACK EASEMENT LINE SITE PLAN WEST AREA SITE PLAN EAST AREA CURVE TABLE CURVE # LENGTH RADIUS DELTA CHORD BEARING CHORD LENGTH C1 44.41' 73.50' 34'37'06" N17046'15"W 43.74' C2 8.45' 126.50' 3049'44" N33009'55"W 8.45' C3 103.65' 126.50' 46056'50" N7'46'39"W 100.78' C4 10.29' 126.50' 4'39'33" N18'01'32"E 10.28' C5 24.50' 135.00' 10'23'48" N25033'13"E 24.46' C6 96.24' 135.00' 40'50'43" N5110'28"E 94.21' C7 60.55' 126.50' 27'25'34" N85'18'37"E 59.98' C8 6.65' 126.50' 3000'47' S79028'1 YE 6.65' C9 12.77' 15.00' 48047'49" N77@38'1 6"E 12.39' C10 79.52' 48.00' 94'55'04" S7918'06"E 70.73' C11 32.59' 48.00' 38054'15" S12'23'27"E 31.97' C12 71.95' 48.00' 85'52'58" S50'00'09"W 65.40' C13 48.50' 48.00' 57'53'21" N58'06'41"W 46.46' C14 12.77' 15.00' 48047'49" N53033'55"W 12.39' C15 39.05' 73.50' 30'26'21" S86049'00"W 38.59' C16 73.34' 82.00' 51'14'31" S45058'34"W 70.92' C17 61.69' 73.50' 48005'15" S3'41'19"E 59.89' C18 9.43' 73.50' 7020'51" S31 *24'22"E 9.42' C19 76.43' 126.50' 34036059" S17046'18"E 75.27' RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET NOTES: 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. / LOT i2 OVERLOOK ESTATES \ RN 56714164 \ ZONED R-1 LOT 71 LOT 70 / � N22'20'38"Ii \ 35.95' \ v,GLE 3.81' \ \ N59i 4'53"'iV '00000� • / f// 19.75' h � LOT 69 LOT 6 14,34+ SO. FT 0.3293 AC / \ c LOT 73 gt 0000, TFACT C 101338 SQ FT 0.2373 AC :,,,%c / 3:Of O 1550 S, 820 . E_� 00000, / 9.79' I I� r LOT 9 cc '! 215 4 8 SC, FT I CC 0.2881 AC 3 LOT 74 UTILITY NOTIFICATION CENTER 10 FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. - f RH.k"-"T P 101039 SO FT 5 0.2305 A" E � N��.2122 ,2525 �N Ni9047'2.2"c MovN'c P�.. I 10.00' 0 p I 1F 13 I ; NR9'4T22'E 95..34' _ co d, . �., c, 1.-,65., SQ FT I� N 131099 SQ F fGI 0. 3 135 AC I S 192 " 0.3007 AC� _ 27.08 -"08 co C7LOT 12 121 513 SQ FT C3u I �. \ I (I 0.2873 AC I I D L12 -1459-4712211E 1 SQ FT V �' 30.6+ % Jr C15 �`• � - A C __*_1 �"____119'23 '--_- �S71.j.,50" n x�2- 7' �49,'25.32' Ni _ _-S89'47'L7"W .- r LOT 11 -- 141:86 SQ F I 0.3303 AC -- V Izl ' �I x - -- - - - -- o h cv Rn F 0081114 c , :� ;.-" �a673 3c$ LOT 5 I / ��J / I \1.- , I I / / /moo/ Cd /15,047 SQ FT C`"p" \ �--- ---- --- --- LOT 68 j 14,20021"99"E _ i 0.3569 ACI' � I I 2170� � 7.37'- - / - -- - 1`i89�33'39"E =55 - \ ^`� S89'2� 21 "W. 1 6.29' Iro _ L- =200.58'_- _ - - -- - �� / o� S14" 4'22 Sa9'20'21"W - - �•�?� -\:-S �• 1 / I r � 154` � S73 45 E ti 88 / - - - - - - _OTs IMI+ £ I 12,698 SQ FT r cJ 2100'/ 12,698 I \ �O'�• I j 0.2915 AC p, M cc W k G� / �y. �? M I N4'50'54"W � Q�� , i?\a 16,511 SQ FT CA 1 - FPA.k,T B' I V / OG � � >> � � � � 1.13 .� I \ O. x791 AC , 1 - r� , �, � 10 366 .�Q F ` r \ I N69 3., 39 E - \�` 123.42 0.2340 ACN �k , , N N / C18 S3514 4?'E ; ye 25.14' 11 850559471 134.35' �` ` �c 62.03 \ h� W \ ---- - \ \ S89'20'21"W C4 LOT 2 1 � . � ,� LOT 7 I I p ,� F I C2 \ \ \ I cn 1 1,,367 JQ . T IF `` 12,793 S FT % 0.3528 AC I I" k `` ` v` 0.2937 AC -" RN F0081114 I N35004'47 W o w / LOT 1 I I I I I; LOT 3 25.14 cern 24,516 SQ FT 15,800 SQ FT M , ",. p I / I I o :n NO t7 42 N 1 / 0.5.628 AC � p 0.3627 AC N . 3 ,0.33 \ I J31,� I / _ J 1 i I , ' p 23.64 - - - - - - - - I 165.86'53.0 �_'--� - - 1.69 I 1 00.00 1 O S89020'21 NN 726.09' - -OE z E] 0 T- L' S89l0 22 rV LOT 10 5.00' 30,694 SQ FT 0.'7046 AC 3 n OE _� ---- -_- nF==-=-_ - - ------ - ----------------- -- --- - ITE PLAN EAST E- - 0E-- = - --=---------- --------------------=_�__-- ---- _ 1 _- 0 0 0 0 0 0 0 0 �� 0 0 _ r = -- I --4-- I I I o f LJSITE PLAN WEST 2 O U b LU z 0_ w � U U_ p 0 < C) J C:) LO };zc;zof +CU = 0 = / C rn Z UZ�Zin s P,bbo!t �Ssd U�1 ` %�'� CAAA .a COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 REVISION: DATE: y DRAWN BY: 0 w Q 03 - SITE PLAN.dwg U OVERALL SITE Z PLAN COD CM D C W � � W Cl) J W C.3 s P,bbo!t �Ssd U�1 ` %�'� CAAA .a COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 REVISION: DATE: 12/15/2020 DRAWN BY: RGL w NAL 03 - SITE PLAN.dwg U OVERALL SITE Z PLAN W D W � � W Cl) J Z � � D Q LL w O w a (D � � Z Y J � O BB -1 9-002 s P,bbo!t �Ssd U�1 ` %�'� CAAA .a COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 03 - SITE PLAN.dwg OVERALL SITE PLAN N W � E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER :AI11111[%1:11:1:To5 BUILDING SETBACK EASEMENT LINE DITCH HIGH WATER LINES CURVE TABLE CURVE # LENGTH RADIUS DELTA CHORD BEARING CHORD LENGTH C1 44.41' 73.50' 34'37'06" N17046'15"W 43.74' C2 8.45' 126.50' 3049'44" N33009'55"W 8.45' C3 103.65' 126.50' 46056'50" N7'46'39"W 100.78' C4 10.29' 126.50' 4'39'33" N18001'32"E 10.28' C5 24.50' 135.00' 10'23'48" N25'33'13"E 24.46' C6 96.24' 135.00' 40050'43" N51'10'28"E 94.21' C7 60.55' 126.50' 27025'34" N8518'37"E 59.98' C8 6.65' 126.50' 3'00'47" S79028'1 YE 6.65' C9 12.77' 15.00' 48047'49" N77'38'16"E 12.39' C10 79.52 48.00 94'55'04" S79'18'06"E 70.73' C11 32.59' 48.00' 38'54'15" S1 2"23'27"E 31.97' C12 71.95' 48.00' 85'52'58" S50000'09"W 65.40' C13 48.50' 48.00' 57053'21" N58'06'41'W 46.46' C14 12.77' 15.00' 48047'49" N53'33'55"W 12.39' C15 39.05' 73.50' 30026'21" S86049'00"W 38.59' C16 73.34' 82.00' 51'14'31" S45058'34"W 70.92' C17 61.69' 73.50' 48005'15" S3@41'1 9"E 59.89' C18 9.43' 73.50' 7'20'51" S31 @24'22"E 9.42' C19 76.43' 126.50' 34036'59" S17 -46'18"E 75.27' LOT 66 J NOTES: 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT 1000 - GRADING GRADING HAS BEEN COMPLETED. \ 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS / \ DETAILS. �Imv \ � 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. OVERLOOK ESTATES N6�° 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR \ \ RN 58714164 TO ANY PAVING.LOT 71 ZONED R-1 • \ \ 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. TRACT C --'101338 SQ FT 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. / � 0.2373 AC 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE N��'355 , FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER \ a 56a THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. 0 6 RESIDENTIAL-ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET LOT 68 35.95 % • - 11.69' G6 ROCKY MOUNTAIN DITCH EASEMENT (TYP) \ �•�9ti��' 3.81' � AA•� Sp,W CIA / o cp. N59'14 53 W S18 2410 E • • 19.75' h/ 9.79' / I / LOT 6 30' / PROPOSED RETAINING oh•`��k. WALL RE: GRADING o ��1.he� / 14,344 SQ FT o, • /00 0.3293 AC \ / 8' /IF. 30, LOT 9 w U j / CI r -l SE�Bq�k 12,548 SQ FT / 8' 0.2881 AC z O �o � 5' LOT 5 I 1-41 �o 151547 SQ FT 15' �0• / 0.3569 AC I N20'21'19"E v ,eco 15 21.70' BLDG SETBACK 5 ' / DRIVE CUT 5 / " `�-- PROPOSED RETAINING � - - 67.37' - (TYP)- - N89 33 39 E - - WALL RE: GRADING S89'20'21 "W VERTICAL CURB - 116.29' _ Cn � W/5' SIDEWALK BLDG SETBACK / o%� (TYP) BLDG SETBACK `V _ - 200.58 5' UTIL EASEMENT(T)P.) S89'20'21 "W-S�?•5� 5 , 15 4 f 7.88 - LOT 8 • 121698 SQ FT W K,Iw cN p1�o,• I 0.2915 AC �Ico 30 U �� '�• �O LOT 4 PROPOSED STREET LIGHT Jr �' jr 16, 511 SQ FT PER CITY STDS. (TYP)(SEE N4 50 54 W 1 3>�JQ ��' 0.3791 AC 1 LIGHTING PLAN) 11.13 �s - - N89_33'39"E' - RpW 5 123.42'- BLDG SETBACK C18 S35'04 47 E i\ �J ' ROCKY MOUNTAIN ` 6 25.14 DITCH FLOWLINE ;O / 1 I _ 134.35' - - �. k LU S89020 21 c�� HILLSIDE DRIVE Cn M �, CENTERLINE -15 00 I%- o LOT 2 "'• 151367 SQ FT C2 LOT 7 � 12 793 SQ FT 3 I 0.3528 AC 15' 0.2937 AC "LC) 1 00 I\ 15'-F N35004'47"W M LOT 1 5 0 LOT 3 25.1\ 241516 SQ FT I o rn 151800 SQ FT 0.5628 AC i-15' 0 0.3627 AC N0�7'42"W BLDGSETBACK (T)P.1_ 0 8' UTIL EASEMENT (TYP.) 291.69' �5, I (n; 30.33' I BLDG SETBACK TYP. 30' I BLDG SETBACK � BLDG SETBACK 5' I zW z REMOVE EXISTING a W U) CDOT CURB RAMP w M S WN FENCE z w o �, (TYPE 2)(TYP) z -cc Q0 - N "� 0' O° 165.86' i W 53.00' N 91.91' 100 0 UTILITY NOTIFICATION CENTER lift FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. RN F0081114 TRACT B 101366 SQ FT 0.2380 AC N85055'47"W F 62.03' S14'1422 "W 1.18' 'S75'45'38"E f 21.00' I � RN F0081114 N O L o L 23.64' W M C w 0 M M N 'I I I I uMirs OF sioEwnuc WIDENING II \ \ \\ • 4 LV LI .. /far- LV•VV II I OE T OE sOE rn-__________ -__----------------------- n- - OE _ REMOVE EXISTING -PROPOSED RETAINING EXISTING SIDEWALK I I I RETAINING WALL PROPOSED CROSS PAN INCREASE EXISTING - - - - - - - SIDEWALK WIDTH 2'TYP WALL RE: GRADING C&G TO REMAIN I I I - - - - LIMITS OF SIDEWALK_ - - - - POWER POLES AND STREETS LIGHTS I I INCREASE EXISTING 4' - - WIDENING. EXTEND TO ARE TO BE PROTECTED IN PLACE - I -I - SIDEWALK WIDTH BY 2' (TYP) ADA RAMP. - - - - (TYP) I I L J -I __II _--------------- -____----------___---------------------=----------=------ L 4D C4 C W v C� O W U b LU z LU Z � U U_ p D 0 Z) O Q 0 J C) }; zcoz� c2 _C_ LU > F C 0-) z U Z�Zin L 4D C4 C W v P�bott xisso e'a N . a• ,/ng D\\I\ COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 03 - SITE PLAN.dwg SITE PLAN WEST C� W U Z W D W � � W U) J Z W Q � D Q � w O w = O(D U) Z Y J U) O z lr� � 66-1 9-002 P�bott xisso e'a N . a• ,/ng D\\I\ COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 03 - SITE PLAN.dwg SITE PLAN WEST m Q 0 m N 0 3 Q LU m 0 z 0 V D z O V .Q Y N N O O m 0 N V O d N i QD N W E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. UTILITY NOTIFICATION CENTER now - The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. CURVE TABLE CURVE # LENGTH RADIUS DELTA CHORD BEARING CHORD LENGTH C1 44.41' 73.50' 34037'06" N17.46'15"W 43.74' C2 8.45' 126.50' 3.49'44" N33.09'55"W 8.45' C3 103.65' 126.50' 46'56'50" N7.46'39"W 100.78' C4 10.29' 126.50' 4'39'33" N18.01'32"E 10.28' C5 24.50' 135.00' 10.23'48" N25.33'1 YE 24.46' C6 96.24' 135.00' 40050'43" N51.10'28"E 94.21' C7 60.55' 126.50' 27025'34" N8518'37"E 59.98' C8 6.65' 126.50' 3'00'47" S79.28'1 YE 6.65' C9 12.77' 15.00' 48'47'49" N77.38'16"E 12.39' C10 79.52' 48.00' 94.55'04" S79@1 8'06"E 70.73' C11 32.59' 48.00' 38.54'15" S1 2023'27"E 31.97' C12 71.95' 48.00' 85052'58" S50.00'09"W 65.40' C13 48.50' 48.00' 57.53'21" N58.06'41"W 46.46' C14 12.77' 15.00' 48'47'49" N53.33'55"W 12.39' C15 39.05' 73.50' 30'26'21" S86.49'00"W 38.59' C16 73.34' 82.00' 51'14'31" S45.58'34"W 70.92' C17 61.69' 73.50' 48.05'15" S30411'11 9"E 59.89' C18 9.43' 73.50' 7020'51" S31.24'22"E 9.42' C19 76.43' 126.50' 34'36'59" S17.46'18"E 75.27' LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE DITCH HIGH WATER LINES NOTES: 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. I TRACT C it III �� t8A9' III ' I III " . •.::. III 4 .��III LOT 74 ROCKY MOUNTAIN c ,�4.1p' � � �'� III _ N DITCH FLOWLINE Z �� / , �� I III 22 •��g"E 2 / � III 00 I N13 I III Q III I / III III �• TRACT ALO III III ' o6 10 039 SQ FT o I II I III 0.2305 AC r III III PROPOSED RETAINING \ 1155. • I w I I WALL RE: GRADING III \ 11.2122 ��125.25 � N N III - III N �• � I II I N III �� :0 1 ROCKY MOUNTAIN DITCH • \N 0�� G\ / I N N89 47 22 E EASEMENT( TYP) vN� P o CA. 10.00 23d - - - - �2 ?'0 , 3 N89'47'22"E 95.34' • / "LOT 13 ,. • " �' / / LOT 14 NI 0 131655 SQ FT 15' w pn 0 �i 13,099 SQ FT ZI 0.3135 AC I "' / 0.3007 AC • S9'0124 W_ 15' 15 4 � 27.08 I N � 3 C7 ^� BLDG SETBACK 200 30 BLDG SETBACK I r LOT 12 0 _ 8' ZI 9 121513 SQ FT S77•57'49" n`�SEMENT � C10 �h. 30 0.2873 AC "ftIE \ A.U.E. HILLSIDE DRIVE N 11327, *"I �) CENTERLINE Cg HIL�S��E DR' _ VE - �- N v HILLSIDE DR. �- N89'47'22"E a N _ `v 43,141 SQ FT \ 30.64' n C15 0.9904 AC BLDG SETBACK?~ DRIVE CUT �- � _113.2 � � � v cr ft 7 ( ) 119_23 S71.35'50"W N77•57_'Z_ - -CD \25.32, � W VERTICAL CURB � S89 47 22 W W/5 SIDEWALK � � () N o DCn� 58m 30 C ` G1`1' m z N6 PROPOSED STREET LIGHT 1� Z �y0\ PER CITY STDS. TYP SEE ��s0 1 ( )( / LOT 11 0 •8p• \ LIGHTING PLAN) 141386 SQ FT o PROPOSED RETAINING 0.3303 AC WALL RE: GRADING y\ \ PROPOSED RETAINING WALL RE: GRADING jr N31'42'59"E BLDG SETBACK � � 21.91' RN F0081114 \ } 5' UTIL EASEMENT (TYI 2; _-7`- \ - v, - 137_39'- - ", - - N86"15'38"W C" S89.47'22"W , 8.89 59.91' �O S89.20'22"W 5.00' LOT 10 BLDG SETBACK 301694 SQ FT 30' 0.7046 AC I EXI N77�0 38 SNCE R MAIN TO 6300' W RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET RN 85074980 PROPOSED RETAINING WALL RE: GRADING CONNECT TO EXISTING RAMP till 100 1 iii ROW Iii iu VI w IV I Uj IA � Cn IV III c.� III � u a � iii Y '4 IV PROPOSED STREET LIGHT PER � u � CITY SIDS (TYP)(SEE DETAILS). x M n,I III g �,NI IM --�.5,n� i u W00 ui iu N �N � � u � s' SIDEWALK � u NI 3 IA N VI II In I� EXISTING CdcG TO I N III REMAIN AI I� NI IN n iu N I PROPOSED PEDESTRIAN LIGHT PER V i PLAN) ms. (rrP)(s� LIGHTING VI N IN AI I� VI IV nl III I IN IV III � PROPOSED STREET LIGHT PER � CIN SIDS. (iYP)(SEE LIGHTING LLjI� 00 g I I PLAN III N C-4 � I IV 7.31' 3 i � E�o I N IN CD LU IV iu BEGIN 5.5' ATTACHED SIDEWALK IA I I I IN I I I IN I IV I I I IN END PROPOSED RETAINING WALL AT DRIVE RE GRADING CO) 0 .v L COD CM C W 2 O W U b LU/z I..L W Z � U U_ p D 0 Z) < < 0 C) _j C) 4_; co � C_C_> � o Q rn Q w U Z�Zin CO) 0 .v L COD CM C W P�bott,gss� ing 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 03 - SITE PLAN.dwg SITE PLAN EAST OF 42 1"=40' U) W U Z W D W � � W U) J Z W Q � D Q C/) w O w = O 0 � z Y J U) O z � � 66-1 9-002 P�bott,gss� ing 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 03 - SITE PLAN.dwg SITE PLAN EAST OF 42 1"=40' C..FNFRAI MC)TFS" 1. MORE THAN THREE (3) STREET -CUTS WITHIN A250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. IIT11 ITIFS MC)TFS" 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER I INF NC)TFSE 30 0 15 30 60 1. ALL WATER LINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. ORIGINAL SCALE: 1"= 30' HORIZ. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SFWFR NC)TFRo 1. ALL SANI 1 AKY SEVVEK LINES AKE 8" F'VU UNLESS UI HEKVVISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. 1 IT11 ITV 1 Cf'_CA1r% WATER LINE r„„ FIRE HYDRANT O GATE VALVE ►� BLOW -OFF b 3/4" SERVICE W/METER ■ 1 WAS EXISTING SANITARY SEWER SANITARY SEWER MANHOLE � U 4" SANITARY SEWER SERVICE s/s STORM DRAIN FLARED END SECTION < q < 0 WHEAT RIDGE COMBINATION INLET (TRIPLE) CM STORM MANHOLE (5' 0) 0 OUTLET STRUCTURE (TYPE C INLET) LU _C_> WHEAT RIDGE VALLEY INLET z � LOT 71 ZONED R-1 xzmx U) \ TRACT C 1+007 m X101338 SQ FT N� N 0.2373 AC \ \ t5 - STM 4 (4' DIA)/ 0 O STA 0+61.07 -11.18 LF 97.75 LF � /30' HDPE O G 24" RCP X36.66 LF � � STM 4-1 (QUAD WR INLET) 24• RCP :..A -< STA� 0+49 94 0-7- 129.15 8" PVC STM 3 (24' NYLOPLAST BASIN) / SS11H 5 (4' i) STA 2+55.69 / STA 7+06J5, 0.00'x. lo"RIM=5514.77/ STM 4-2 (WAD WR INLET) STA 0+13.28 00 LOT 6 / / / HYDRANT 141344 SQ FT / ASSEMBLY I 0.3293 AC \ � LOT 9 I 121548 SQ FT I s / 0.2881 AC co S\ I N STM 2 (24' NYLOPLAST BASIN) / STA 1+52.16 \ LOT 5 1b T O LOT 68 151547 SQ FT � � � 0.3569 AC ti ti� „ 4W 4" SANITARY SERVICE � �' /LINE (TYP) 4"ss LOT 67 / / LOT 8 121698 SQ FT 0.2915 AC � ky`�' � �,� g� STM 1 (24' NYLOPLAST BASIN) 75 STA 0+16.88 LOT 4 I 161511 SQ FT I I 0.3791 AC � • \ \ � G,�y�. SSMH 4 (4, ,) ` o� � \ ANDWATER METQt (�TYPNj UNE -- - O STA 4+79.04, 0.00 .� � ROCKY MOUNTAIN \ RIM=5529.64 \\ DITCH EASEMENT (iYP) \ \\ � LOT 1 241516 SQ FT 0.5628 AC 0+00 Im 83.75 LF 8" PVC LOT 2 x '�� \ � LC 151367 SQ FT � \ 1217 9%:. I 0.3528 AC � f � � � � 0.29: 00 ` 1 LOT 3 1 151800 SQ FT \ \ I 1 0.3627 ACHYDRANT � ASSEMBLY � I - 315.22 LF I 8' C-900 PVC 1+00 I _ 8" PVC _ 2+00 - � - 3+0 WATERLINE UTILITY NOTIFICATION CENTER T�e Promisecom FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. RN F0081114 SSWH 2 4' fS89'20'21 W 726.09 ofSSWH 1 (4' 0) STA 3+25.07, 0.00 I I ----_----------o-f STA 0+09.85, 0.07' R ---- \ \\RIM=5527.66 of -,r - RIM=5537.46================--------------------- \OE- _� \\ DoE ------ ____ == == „W ----------- 8"W 8"W W32NDAVE 8 8"W \\ ------------------------------- �� "W 8 " EXISTING 8" WATERLINE " II 8 W 8"W I I I I - _ _ _ _ - - - - - - - EXISTING 6" WATERLINE 6 6"W 6w " _ - " s"w � s"W EXISTING 8" SAN SEWERssus " sw ej __ _ s"w - ______------------- - � 6X8 SWIVEL TEE ---- - - - - - - s"W- - u V l QD Ca .C2 L C4 CM .1= CD C W 5 O W U b LU z LU Z � U U_ p D < q < 0 ) J c) };zcozof � 2 LU _C_> CSM z U Z�Z0 Ca .C2 L C4 CM .1= CD C W COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 05 - UTILITY PLAN.dwg UTILITY PLAN WEST OF 42 1"=40' W W U Z W D W � � W � J Z W Q � D Q U) w O w = O(D W Z Y J � O z Ir- 3: 66-1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 05 - UTILITY PLAN.dwg UTILITY PLAN WEST OF 42 1"=40' N W � E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. GENERAL NOTES: 1. MORE THAN THREE (3) STREET -CUTS WITHIN A250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATER LINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. QD dYLOPLAST BASIN) STA 1+57.45 UTILITY LEGEND UI N TRACT C I I 00 '�� `� III . �• ,: �y..• " III � HI h+3a.36 I UNDERGROUND DETENTION BASIN • • " ' + IH woo LOT 74 • • 40.74 LF EXISTING STM 10 (TYPE R 5') 41 � • • I 1 � STA 1+23.34 222• 12 RCP Ir EXISTING 15" RCP I N�3 II TO BE REMOVED I IISSMH EXISTING SAN MH (4, 0) STA 14+22.56, -0.01' L • . �� - STM 7 (COMBO I / TRACT A 11113.00 LF RIM=5513.74 � II BARRACUDE WQ & INLET) 10 039 SQ FT 8" PVC A v STA 4+24.04 III 00 00 • 0.2305 AC III 3 ROCKY MOUNTAIN �SSTM 6 (30' NYLOPLAST BASIN) 93.60 ��36" HDPEo + III N DITCH EASEMENT (TYP) 14j . STA 3+30.44 I III III ,�•2�'22��/ III � 1111 \N SSMH 9 (4 0) I (Dill III OvNl P STA 12+04.151 0.01, L III III NVQ RIM=5515.98 ?10i — ,��299 N89047'22"E 95.34' 13 o I I III I I LOT 13 0 _ _ — — III "' 111 LU LOT 14 13,655 SQ FT L� + I o III III 2'� I a . I 13,099 SQ FT 0.3135 AC 10542 LF IIIcn IIII 1000.3007 AC 8" PVC I 3 III I Z I I i --1 Oo IIII 30 � � 3 81.67 LF A.U.E. I — C4 III 4" SANITARY SERVICE" I I IIII SSMH 6 (4' 0) I 8 PVC STA 8+35.309 0.00' RIM=5514.86 — / LINE (nP) SSMH 7 (4' 0) STA 9+89.53, 0.00' �_ -l - RIM=5524.26 PVC N — 3 LOT 12 I III `4°0 121513 SQ FT PROPOSED STREET 11giT PER � 132.96 'LF 0.2873 AC I U I CIN SIDS. (iYP)(SEE DETAILS) �I 8" PVC SSIIH 8 (4 i) STA 11+2248, 0.00' RIM=5525.36 W NI 3 ISI Go VI Roo IV C)III N MI IM a• �I ! 3 N I N� VI � °0 IV � I 8"X8" II� M I SYYIVEL TEE I VI EXISTING 12" WATERLINE EIQSiIiGi $"i WATERLINE � �I EXISTING 24' WATERLINE IVI EXISTING 8" SAN SEWER ui 3 iu VI IV III F11 V1 I N+ ui iu i 310 I I I INI � PROPOSED PEDESTRIAN UGHT PER � cin sms. (rrP)(sEE DETAILS) i I IN � I IVI I ISI I IA I INI Zf I N°0 Iu IIII I I� I INI I a IW I N IVI I I� I ISI I IN I IV' � I III I I� I I I IA I 3 IN I Ngo IV I I I III I CDI I� I I I IVB I I� I IM I IN I IV I I I III N,� I 3 I Y IN, WATER LINE r„„ FIRE HYDRANT O GATE VALVE ►t BLOW -OFF 0 3/4" SERVICE W/METER ■9 WAS EXISTING SANITARY SEWER SANITARY SEWER MANHOLE U 4" SANITARY SEWER SERVICE s/s STORM DRAIN FLARED END SECTION �oQO WHEAT RIDGE COMBINATION INLET (TRIPLE) < q) CU 0 STORM MANHOLE (5' 0) 0 OUTLET STRUCTURE (TYPE C INLET) CN LU > WHEAT RIDGE VALLEY INLET 119 RN 85074980 UTILITY NOTIFICATION CENTER The 1 Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. CO) CD .v L COD CM .1= C C W C.3 2 O W U 0 LU z W Z U U p D �oQO < q) CU 0 W Z �� C'7 ICU CN LU > W Q 0.)Q w o C) CU LU CO) CD .v L COD CM .1= C C W C.3 P�bott,gss� Oil, 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: I i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 05 - UTILITY PLAN.dwg UTILITY PLAN EAST 07 OF 42 1"=40' W W U Z W D W � � W � J Z W Q � D Q � w O w = O(D .j W z Y J � O zIrlillillillill' � 1313-19-002 P�bott,gss� Oil, 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: I i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 05 - UTILITY PLAN.dwg UTILITY PLAN EAST 07 OF 42 1"=40' N W � E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. 5525 NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 5525 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, ANY GROUNDWATER ENCOUNTERED DURING THE LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, CONSTRUCTION OF ANY PORTION OF THIS PROJECT. ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE PLANS FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE g• MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM OCCURRENCE. THE OWNER OF SAID PROPERTY 5525 5520 CONCRETE SIDEWALK PROPOSEDALL 5515 EXISTING GRADE PROPOSED GRADE 5510 I 5505 5520 5515 r 5510 5500 1 0+00 SECTION DID PROFILE: H:1"=30'V: V=6' 5505 INSTALL HANDRAIL IN LOCATIONS WHERE WALL EXCEED 30" IN HEIGHT TO FINISHED GRADE (SEE DETAIL TO THE LEFT) 0+50 _ / 60W IL�� -10.32 - 55 14.59 FG 9 90 BOW UTILITY NOTIFICATION CENTER T�e Promisecom FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. i 1h,.33P�� I _� .2 7" 'y 11.75 0 3 .�s a � ",Oil. BOW • / � �� ' I� O � 1 ,13.60 hh , �c9 TOW O J 10.73 �v' / Oji BOWS//i 13.67 ko\lo 13.67 FL/' TOW / o /O �� / N 16.33 p '7 O BOW 13.92-1 8.66 TOW N 1 TOW / ? TOW BOW 5 O U b LU z LU �e U U p 0 Z) Q�a0 0 -i c) };ZU?z0 ICU_C_> C aj z U Z4ZC) ter/ / j�j// .� �- •49�•� _ - r / 14.69 TOW / /3.6622.03' FL TOW 21.09 �hh"4J�h� / � j; FG � � / /r,� 20.46 i / / = TOW2 o J , 8.36 - - - / 15.96 10 / / BOW '_� 5515 FL / 10.38 - �3, / / , / / /'oo, / FG 551 i .P ¢�� 6 26.01 / / // -1" �- < / / %/J -� /� j / / >> 19.00 / / r Or OT 6 6 J / BOW , TOW /l / _�. / �/,rvl ,,�/ o / zz / 14,344 SQ FT �ti / hti 0000,�� / //// 1o.FG j� ?,,0.3293AC '� - / , _�r Jas / //j �//� j//�==- w 9.66 -�-�- / FL.96 LOT � %J / ?� mss_ 12,548 SQ FT ////// // �/ �z / �% 1 h •�s$ - �o _ 0.2881 AC / � w ool f 4ff 0 / - o 0+00 0+80 1+00 1+80 2+00 2+64 h / / / / l k �/ // / / / LOT 5 14.s7' r 552 / h / / / " i f \ r / \ \ / w /� // j / / l 1 I 15,547 SQ FT • �' <.,`'�' r I I �// !` 1 / \ \ \ C // / l, r/ I I I C J I t '` \\\\ < W / / / �o 0.3569 AC -� 1 �� 0�1. ?•6 I I / ) 1 z / \ SECTION AA SECTION BB SECTION CC , / ,,�� / I / 1 �, r�J • a �• -� �o sg / ! l I I / �� l \\ \ \ \ \ > / / / .� � � / 330 I (( _ � PROFILE: H: 1"=30'V:1"=6' PROFILE: H:1"=30'V:1"=6' PROFILE: H:1"=30'V:1"=6' / / J�\ / I ' 0� ) I 1/ 1 0J401 _ \ I \\ \ \ >/ • J z // ( 1f ,�� ) /// I 11 //// !J 1 1 �h_ 21.23 / -- 1 % ;n )� \ \ a v �\ �� `�\ ?)//((/( w / �//) � / 11/ / l / �' / I hh BOW 22.67 _ _ 23.78 - 35.50 / ` / �)) / / / / C) L / C\, / 11.01 / / f l J / 18.44 22.28 24.16 \ 1 2BOW / / , // . FL FG � ///� � 18.49 19.39 BOW - � ( ( l / (% � I J Bow Bow 24.s2 �1 v / I I > > '` p�l)I�I I l ~ LL 18.77 22.80 3?$ Tow 4,� ho / 11 I ��; , /� / j I '� J / "C2 % , / // i TOW TOWL_\ �`� / p h / ) w 26.49 - 25.48 s` / ` ,(/ i sp / / r J // FG 9.08 / j l I 18.53 / - TOW / J/ / / S 1 I I / /�' ,-'� // �� `� U) /1 FL�� 2.10 FL.60 T \ 1 + `.J LOT 8 / / n/ � �/ �s.4s i / /� / \ •- 12,698 SQ FT - / / / / / I I �, I I / / 1 / o,• / F // // / 1 / / I 0.2915 AC � p1� , 8 . R. 9 / / , / , � r / /ice 00,.- �// . JIB/ s9� / �� A , /ii�� / �� s%%i /// i ��9j LOT 4 / r 5530 ` / . r / /l % 1 l / rl l 1 1 \ \�f )\ 11 I I �� i 5 / �/ / ' 16 511 SQ FT / J \ ( f / / / l < < )\ t \ 1 / BB -1 9-002 / . / ) i �� 1 I I I / 9.5s 0.3791 AC TRACT 6 l 1.100, �J - // 'moi= /G�y i / /i / i / / / / / / / J , 1 1 l - Il) I I 1101366 SQ FT r / [sr /./ �� a�° s 3265►'' 34.83\ \ \ 38L .92o f/0.2380 AC �32.78-FL� Jrs r 41 (j 1I II fI I\ /%(/ jr/ �, •/� /� / // // // r// '' C , �\ �\ l l I) �) - ��/rt 1 ) I l /+ / / � /�// J / / H % \ \ ` ` / I / I - - \ vJr� / 000, / 1 •� P�batxissa n l � �// /// c� / /�/ • 10.77 • � 6 x.22 I J ) ( r / 34.01 Ja 32.53 / / / '- 32.7 \a. LOT2 /5 >r _ I `FL \ / -j \\\I I j I II IIl1 /r IgD / i/•`�� / 12.so / / i -, / / f 15,367 SQ FT < / ?�> �\ A- l LOT 7 � III 1 I I I I I I I I j / / r / -� /, / ��o r" r �s -\\ t I I I 12,793 SQ FT S) / r 1 / r / 12.38 / 0.3528 AC 5 l\\\ I I I / / / / �1 / `'c•� / .� 34.22 \ ��-�� 0.2937 AC III I 1 RN F00811q 4 � I ( I 32.82 I ✓ FL 1 I \ ii/ r � C^�� '' -�� // /// � /�-s�, ' w III r �� \ I 1 ) - � I / l J r/ / / ` J/ I // ( I I/ I l i � I f / COPYRIGHT 2020 �j / •► // l� / / LOT 3 I I / I I I r This document is an instrument of service, and as such I I I ! / 1 remains the property of the Engineer. Permission for use of / J / / 13POI.56 / -� \ / l % \ / �- l this document is limited and can be extended onlyb written / r / / 24, 516 SQ FT / , a f 15, 800 SQ FT 1 I I \ I I 1 I I 1 \ / / agreement with L&L Engineering,LLC. y FG. / 1 / / / 0.5628 AC / r �5� r ti / 0.3627 AC g / / / ' 1 \ 1 I I l \ l // / 13.43 29.22 j I 36.70 I I I i REVISION: _ v FFA r 36.70 / / �C�o \ i o _ I�r / ��/ r/ /r. 14.87 / \` \ o�o .moi- r 1 +/-� / ��_.�`.- / / •� �� l I 11 / CJ% ( J l l HANDRAIL SHALL BE INSTALLED 1 �� Bpw FG / 1? _ \ X0,0 1- _ - � - ��p4° , - -� _ _ _ ; 37.00- I �, ` 1 1 L ` I I 1 I r / ON WALL WITHIN ROW �� i5.2s .� 14.25 5516 �j \ I r / - �`.L - _ �- - - - - - °' 1 I 1 I J J , // 13.85 Z / \ \ v / -- -- ^ 1 `.L� - J 39.58 _ (SEE SHT. 30 FOR RAIL DETAIL) ` / / Bow Tow l �g \\ - _ _ - - / 31.45 _ ^ _ _ - - - - ��6 36.83 ' `s�� FL / _� �� / / _� - _ o =� _ ��-_- / -rte r T '14% FL / 00 -9.40 Or - 13.00, ,s / J j74 28.36 - - - - - - • " 36.15- /36.67 _ ,FL ►40.45 / = /� / %0 J - ^ / V i % I k 12/15/2020 \ \ ! v BOW BOW / ,_ � _ � - 21 W 726.09 - _- _ _ _ � ` _ FL- . �,•^ � - - s � DATE: �/ 16.76 15.86 / /,✓ v _ ��_-� o�� _ �FIL .��. /Gj°� `./ - -_ -� / ED-- -� ` DRAWN BY: RGL XI NG WAL�L� \\ /� r .,TOW1 _ /TOW / TOW _ �� •� / �/ ` \ 1�� - - - r ='S1�� _ f �1 - - - ' - - _ - % _ _ - _ - = T - - ` CHECKED BY: NAL �L,.��\ ��?�r mss- - - •o - / / /001 °E �' ° - _=1== -�_-�_' _ -L f----�- /}- / 7 \\ �\ 30.51' ~��aq `.r -��'`s _ /� �_- ___ --===-s '- _�____---__ - - /� / / / / I i J 04- GRADING PLAN.dwg �-►-=----___=__------_��---- ,- S 1 i I j �� I I jI VI / I // I I GRADING PLAN / �/ l �/I I I r f/ II I 1 1- 1 �- �- _ / c r I I _ I _ _ - , \ WEST _ITS � / // 101, 1100, / �- 0' 1 � /_/%- ,�� - _ �'1 _ / .0000 1001- _001 r _ / / �---/ / j I / / J _�'-�� _ // .0 #0400, _%0$J �\ �r ~ I�\. 1A � j i - r J 1 -- / .l 1 " ! I ♦�/ OF 42 1"=30' QD - N W � E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. QD - 41�1 1 UTILITY NOTIFICATION CENTER he mise-com LP L�0'T�7'�� /•�, � � / !� n �� /� r / � �� i � /�J � i •.`• • / _ '5513-I �' I` \ • ' / 4 > SS r �`, / 1 / _ / /__jr / 15.00 _ I III J f� _ t �0s '\' r r / L t , / 1 / / ri' / -- 1 FG - - 551 FOR MARKING OF UNDERGROUND MEMBER UTILITIES. ell/ I r , l� � T _� 505fG5�0 ,II�-� h4 I� l ~ / / /- / / �( j / / J C� I I III I L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS s55 I DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE 1 1 INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL V ` J ..._ - / J- - / d (� ` I UTILITIES PRIOR TO CONSTRUCTION. J1�i//0.93 TRACT �s ---`'S516 FG I II I I II �,/ 5505 �' � � j/. _,.- 10,039 SQ FT � {� I II I---.--� III II f 0.2305 AC r �`UI 551 _ I9.5 II/ 1 FG 2 - .- 9.91 FL , r' " v \\ / / � - - J � � rj �`? � • • / � �� 1� J -, -.. 1 , -_ � ,�� , f V 1 ( � I r _ .SSB I I� / 1I 11 1 8.37 N9 � _ � 51 ` G 6s - 10.23 . % c� . 21 51T I I 1 r, � � � � r • '/ / M vN FG - � / r - 5`'1 6 ,� � FG OG\C`( - I loos X55 �� /r �/ _�� 5515 LOT 13 �� VI,I,- 521 -.III o LOT 14 131655 SQ FT--L--A- .60 T / 9.60 o .` age o� 13 099 SQ FT 0.3135 AC I -' _ Fc - 5522, .III , �, > > J _ X0.3007 AC o - 17.99- / /! / 8.50 _ �'C5515 5520 --N F - �5'LO �C, I . Z. l 16 69 5515. 5520. N - - �b I �. III / r 12.s5 Bow �,5ti� III - 5524 I �1.. _ TRACT C ,� BOW � � 16.96 / -� ' - i. J ' I Dc 14 h 9.98 0 _ ,., �- - / GjL r Tr 14.7 Q FL FT 14.75 - j J - r X5525 LOT 12 25 �� ,'�' _' c5525` LILA\ - 11.75, 0.23 �s C Tow /� - - J - 12,513 SQ FT'S5 (n BOW 1� 0111 16.54 _ - 1 hh I 5�6 1 TOW 14.66 A�TOW -� •- ?�� 25.42 _ 27.56 - -` -` 0.2873 AC 5 1 _ / - FL 12.36$ v _ FL 552 BOW �h`L - �, 26.80 _ - - 24.15 - x5528 I I 5527. �I 13.80 Tow cA FL r _ - - - -- I� .. t 5 /"Q 13.67FL %HILLSIDE DR. I ?8 II I ' 43 141 S FT -PIS .r \-.f ?9- 0 8.2 Q _ �� _ _ l O � N � 16.33 19.90 - � J � 0.9904 AC �� 28.76 30.F40L 5531 � / 32.26► I � -SS _III 1 \ Q - BOW TOW `14.66 / 16.96 - 28.36 ` FG ISI- 30 I� \ 7 FL �°' FL 5531 1 1 2 Q 18.66 / ' 17.69 �' 0- _ �o FL 28.84 - - 30.28 32.36 G TOW BOW 20.07--__23.78--_= 1o�h FG FG h^`l' FG'I' 2 - / BOW - ' 23.78 - N - 28.94 _ 30.38 r -00 13.66 122.03 BOWS f 5524 _� - - \ / FG - it FG / 3 / � � TOW1*1q 0 FL 21.09, •- TOW7 - - - - __ _ 6 86,Z' �� 553 r °° III '5 \III I \ � 30.02 25.35 . 2 7 � 20.46 � , � Tow w Bow _ _ 5530 = 1- - ' � - HP 31 .�� ~ � 534 - - 33 �I 1 2 / BOW _ _ - i / -_ - -TOWS / - _26.79 - ✓. ...� \r,l I \I I - SS3¢ \ \ /i i i - - FL 5535 26.01 � / /r - - - _ - _ _ - _ ' i, / J,L ` - 5535- III 5534 32.00 - .ss_ _ - _ _ BOW, TOW �/%%/� r _,� �- _. - 37.35, c� �`- ` - LOT 11 F5536 = BOW �5� __-� ` BOW_ - 14,386 SQ FT 4u ~-- 5536_ 1 / / // / --� ` 38.55 - N / - - 32.52 / 5537 IIS 1 TOW �� „ - - TOW 0.3303 AC - w 41.85 o - 5538 / I�� - - 5531 _ _ - I ~ 55 42.49 - - - ` �- ^ 35.36 N_ LA \ 5539 BOW'I-I 5538 -I Tow \ - _ 5540 I III III I -39.13 - - _ 44.91, Tow - -- 5540 f - 1 �, c. 5539, \ 5545 - _ - BOW `45.42 ; �' "` -1-5540 - 5541 S L IIS \ 111 47.93 - BOW ` L - �r-, III .._ -. • 5540 ¢ III 1� F0 L \ \ \` /' •/ �- r _ / v �- TOW 49.99 ti _ _-5542 ,Q° / S �_ -..4 Ir 1 / \ _ i - �� \ \ \ ✓~ / r = 5550 - TOW :N \ 36.72 - - - = 1 41.84 III - - J •` �\ ,✓ ) _ . `37.81 38.95 ` - - 1 -5541 I I \ -BOW 13 -\ BOW 41.84 L 4TOW \ 45.04 ` BOW , ` TOW ' 5543_ / --._-- i'- \ -� 44.22 � �,, \\\\\\ l �/ f/��' /��-�-�_-��.` 49.85 TOW \ \ \ \ \ \ \ / %// / - Bowes ��- ` 5544 �1U- ti 5543 III,, \ 1 \/� I I / / - - ^ r , \ 1 56.64'�� l° �, \ - I I - - r %/�/ / / l / _ 6p �` - `0Wh . �� LOT 10 5545 r Ir 5bA`A` • / �\ / % // �S (ti 55 `\ ``� �� \ �� \ _ - r I - - -- - III 1 � � _ 301694 SQ FT � _ � 55 '�-' 1 r- � � - -. 554 "'' N X46 5- �. `. `� 0.7046 AC _ \ 54.36 \ - \• X5547 / I -S \ 1 ti \ �► ) `r. Bow \ �� SSSO _ -"A \ 5 ` N 5461- 59.45 548 I _ I I 1 53.14 �� 5549 I - - - ! 5547- BOW o _ 1 _ _ \ ~�'\ �` \TOWS^ ,``:\\~ 55p )-r,' - ��.,.. ��-,� •' \ \ � � �� I _,.»` III 1 -N..�-�..�,� 'S549_J�i^ \ \sSs�� ,I \ �� \� � sss _ '- I „��.�� 5 / / / ~ ` � ��\� � � �\ � �S ? r ,� ,�` � •- 550 /!) h / / , _ �� _N1S53 N I I I s \ I l l l /l ' 5551- 53.58 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL / / / / / / / ,, -- _ �\\� \ �W I J - ,^ -� - 5552_ I I •� / / / / / � � � � y Of 53.63 LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, Bow I �' ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO . l - t- 1/w - - ` / / " ` \� �- BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS /� / Q `1 1 \ `\ \56.99' 55 .1 - 10 I - - - -5554, Tow Bow III ` ✓ I„' III I 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. - - / I / �,� l \ `, I I J `,. _ % RN 85074980 / / y \ \ 11 .,. '00- 9. 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT1 / / /`/ \ \ 56.83 56.65 SHALL BE ENGINEERED(REFER TO STRUCTURAL PLANS). / /� -1 \ \ \ \ , TOW Bow 5556 WALLS LESS THAN 4.0, IN HEIGHT TO BE DESIGN BUILD J / � -- / ` \ � , III 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN 555 / 58.22 1 58.05 III f - TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST a Tow Bow III r OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY 555P III ��' _ •-• / \ 6TOW 1' BOW7 III ! o ti - SSI III S - .�Zo. 62.83 161.12 i TOW BOW r III _ 1 III 1 II I G62.80( 62.81 III I I\ �` 1 TOW BOW 1- I IIS J `fir n / / I / I/ \ 1. i P�t>ott.gsso U�Il e� 0110 N . o^ �iX y/ng D, COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 04 - GRADING PLAN.dwg RADING PLAN EAST OF 42 1"=30' U) O W U b LU z W Z � U U p D Z)oQO < q) 0 0 W Z U') �� i 2 < LU 2 2 �N i I � III � I � —` / c (� I I I S I I 1 l 1! \ \ I� J III 1 1 t 1 \ \ / 1111 I I I Ih > I I I / `o O a 1 I I I I I I� I I-' \ \11 � I ;1- � cD J \ J / I 11 III' \ I �� I l l� q M \ r 1 \ \ \ L6 o o l 1 r \ / VI It II I I l l l l I \� N �' > t l \ \ 1 LL v\ ,fin ,. c0OQ\ 1 1 II I �. I IIS 1(1 I 11111 ( �o- e t I \III � M M 400 � I y o II f - /��S /D t FSR/� II I \ � \ L _ I I wool \ \III I 00 O Q \ II� w 1 I! 8 CROSSPAN _ Iu) Lo l 1 1 III z 111'1 `I \ ocoN I \ \ \ o 1 1 \�\ %-I IN,(�— 1 \! 0 \ 1 til 1 111 \ �" 'Io�, jam. O < M N z O O z 00 O �� IIII\�\t \ll M � I c -�11 \ L ti U Q \ ` m � AMQ � M \`J � � � ` 1 l 1 rnC�� 1 1--\�,\ \ / � � � ` � ` �' 0 00 000 \ s \ U LL. \\ v �~�_\ �� 111 -� �'�-,III I ..''�,i I ♦ ` \ \\ �\ LO o \ \ $ `so M,� �-♦ III 1 11 (I \ ..� _r \ \ \ \ -C,� �v ti\\ \\ / �// 1� I \ \ �\ �� \ \� \ 00 00 N. \ \\\\ \ \I X11 ♦ ..— \ \ \ \\ 1\ �—\� -- �\ \ \, _ -- — 1 ` ,- � :S370 29 W 161.65' y I I �-�-1—-� L r� III \\ \ l �� J — --��, o,i 10, r 0° C� ,d.` ,� I rLLoo- ~ cn o HILLSIDE DRIVE PLAN & PROFILE SEE SHEET 11 - HILLSIDE DRIVE PCP EAST PLAN: 111=30' PROFILE: H-111=30' V-1"=6' PVI STA = 0+23.01 No 0+00 1+00 2+00 3+00 4+00 5+00 , QD UTILITY NOTIFICATION CENTER T�e -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. Z Cn m 30 0 15 30 60 ORIGINAL SCALE: 1"-- 30' HORIZ. CO) 0 .v L COD CM a C C W C.3 2 O W U C� LU z LU Z � U U p D �oQO < q) 0 W z z Of 2_C_> � W Q 0.)Q w o U Z�Z0 CO) 0 .v L COD CM a C C W C.3 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06 - ROADWAY P&P.dwg ILLSIDE DRIVE P&P WEST OF 42 1"=40' U) W U Z W D W � � W � J Z W Q � D Q C/)w O w = � U)O Z Y ryO J � z lr� � 66-1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06 - ROADWAY P&P.dwg ILLSIDE DRIVE P&P WEST OF 42 1"=40' C/-) w 3;: O w w U-) QD 1 \ r I TRACT C f • SQ FT 5./,101338 0.2373 AC 5}Yi C� r� . J / . LOT 9 348 SQ FT" .2881 AC 0 0 �4 M w w O IT I Lw V / HILLSIDE DRIVE PLAN & PROFILE PLAN: 1"=30' PROFILE: H:1"=30' V:1"=6' W ti 5550 3+00 4+00 5+00 6+00 7+00 7+67 UTILITY NOTIFICATION CENTER T�e Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. U) W U Z W D W J Q LL W J (D Z U) CO)4qlr� .v L COD CM W ry W z W 0 a 0 z U)Y 01�O ONE i BB -1 9-002 P�tDocr xisso COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06 - ROADWAY PeILLSIDEDRIVE P&P EAST 11 OF 42 1"=40' 2 O U b W Z W � U U_ p Qq) O -i c) };zU?z0 00 C2�N2> 4-0 < LU I- 0.) I- L 0 U Z � Z 0 U) W U Z W D W J Q LL W J (D Z U) CO)4qlr� .v L COD CM W ry W z W 0 a 0 z U)Y 01�O ONE i BB -1 9-002 P�tDocr xisso COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06 - ROADWAY PeILLSIDEDRIVE P&P EAST 11 OF 42 1"=40' N NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND I SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% \ DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET \ GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN �e U LOTS. W E 1 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO �oQ0 ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED BOW GRADES AS SHOWN. S 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE 1 GEOTECHNICAL ENGINEER'S RECOMMENDATION. 10 0 5 10 20 ORIGINAL SCALE: 1"= 10' HORIZ. - fl- - 36.70' -"/ --� FL /� _ X552 - b� / _�. _.� e / 37.80 - --00 2I- / FG - 529 I '4� 37.59 r J FG �/ 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, ANY GROUNDWATER ENCOUNTERED DURING THE LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, CONSTRUCTION OF ANY PORTION OF THIS PROJECT. ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE PLANS FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE 9. MODULAR BLOCK RETAINING WALLS OVER 3.0' IN HEIGHT GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A WALLS LESS THAN 3.0 IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM OCCURRENCE. THE OWNER OF SAID PROPERTY � FG R20' R20 ,'FG � / ,5 �10I 39.85 PROPOSED CONCRETE CURB RAMP (CDOT cr/' ��° FG TYPE 2 LARGE RADIUS (MOD.))(TYP) s,., 36.78- 9p� I 39.58 1gti _ FG x.83 4.40% I 0�76, FL - 40.66 553 5 2' SIDEWALK s37.05 - °°' �� -FG 41.108, - _ - WIDENING _ - �� 5532 _ '�// 39.74 � � � � � FG _ 542 - 2 SIDEWALK ; - FG / / _ - I 39.04 _ - 5 - - - WIDENING �\ 36.67 FL- - _--' J� � / 37.17 38.12" FL FL - / 00, 6 j - _ FL _ �0 ° I 005540 %=__-_---_-___- ^\, Z-__ 40.06- '--------/ 36.45 � i--- ----------- 36.15 FL - I �/ 40.45 ' TIE INTO EXISTING CURB, a TIE INTO EXISTING CURB, FL ,� hho' I*. 41� GUTTER & SIDEWALK �hh hh GUTTER & SIDEWALK ��'S h ' 32ND AVE ✓� / i/ 1> I 1 I r I 1 ( 1 1 I 100, I I \ I � L ,I �100, . SSB- . /_--------1=-----__�= L------ - = / // 1 1000P l000, HILLSIDE INTERSECTION DETAILED PLAN QD SIGHT TRIANGLE_ EXHIBIT. � 1 � 101 I �\ I l 2 I I - fl- - 36.70' -"/ --� FL /� _ X552 - b� / _�. _.� e / 37.80 - --00 2I- / FG - 529 I '4� 37.59 r J FG �/ 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, ANY GROUNDWATER ENCOUNTERED DURING THE LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, CONSTRUCTION OF ANY PORTION OF THIS PROJECT. ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE PLANS FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE 9. MODULAR BLOCK RETAINING WALLS OVER 3.0' IN HEIGHT GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A WALLS LESS THAN 3.0 IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM OCCURRENCE. THE OWNER OF SAID PROPERTY � FG R20' R20 ,'FG � / ,5 �10I 39.85 PROPOSED CONCRETE CURB RAMP (CDOT cr/' ��° FG TYPE 2 LARGE RADIUS (MOD.))(TYP) s,., 36.78- 9p� I 39.58 1gti _ FG x.83 4.40% I 0�76, FL - 40.66 553 5 2' SIDEWALK s37.05 - °°' �� -FG 41.108, - _ - WIDENING _ - �� 5532 _ '�// 39.74 � � � � � FG _ 542 - 2 SIDEWALK ; - FG / / _ - I 39.04 _ - 5 - - - WIDENING �\ 36.67 FL- - _--' J� � / 37.17 38.12" FL FL - / 00, 6 j - _ FL _ �0 ° I 005540 %=__-_---_-___- ^\, Z-__ 40.06- '--------/ 36.45 � i--- ----------- 36.15 FL - I �/ 40.45 ' TIE INTO EXISTING CURB, a TIE INTO EXISTING CURB, FL ,� hho' I*. 41� GUTTER & SIDEWALK �hh hh GUTTER & SIDEWALK ��'S h ' 32ND AVE ✓� / i/ 1> I 1 I r I 1 ( 1 1 I 100, I I \ I � L ,I �100, . SSB- . /_--------1=-----__�= L------ - = / // 1 1000P l000, HILLSIDE INTERSECTION DETAILED PLAN QD SIGHT TRIANGLE_ EXHIBIT. � 1 � 101 I �\ I l I1+ N I I � I I 53.63 I 53.65 BOW TOW I I I 55.10 I BOW 57.00 I I I TOW \ I I 'N 55.94"..I II BOW I II 58.00 57.34 2 BOW l� I I 58.351 TOWI I \ LU Z LU \ \ I1 �e U � I U p 1 I 58.31 �oQ0 BOW 60.25 00 59.48 TOW 1 I 156.68 I 0.) z I EG I \ \ \ I 59.10 I I 58.79 BOW Q 1 I , � � 60.94 I I 60.48 \ TOW r I I I I1+ N I I � I I 53.63 I 53.65 BOW TOW I I I 55.10 I BOW 57.00 I I I TOW \ I I 'N 55.94"..I II BOW I II 58.00 57.34 2 BOW I I I 58.351 TOWI I \ LU Z LU \ \ I1 �e U � I U p 1 I 58.31 �oQ0 BOW 60.25 00 59.48 TOW 1 I 156.68 I 0.) z I EG I \ \ \ I 59.10 I I 58.79 BOW Q 1 I , � � 60.94 I I 60.48 I BOW TOW r I I �N11 \ 61.87 \ TOW 62.64 / TOW 1 62.94 TOW I 63.32 IW � I 62.84 TOW I � / � I I � \ �% NNI 1 \ � / I I I I 1 / I r\�/✓1000, _ n / _j I I I I I I I I / I I ` /� L I � � J o� I 2 O W U b LU Z LU 1 �e U I I I 58.16 U p D I 1 IEG �oQ0 I C 60.25 00 CU 4-0 LU _C_> BOW 0.) z U I I C c W I � I 58.79 Q , \ C/) 60.94 O w I BOW I I U) I Z Y I I I I 59.42 1 I \ U) 1 SEG I I 61.63 I � � BOW \ �� I 59.79 9-002 EG 62.17 I 1 BOW 60.28 I EG � 60.49 EG 62.73 BOW 1 1 \ I I �I I / I I I I 1 / I r\�/✓1000, _ n / _j I I I I I I I I / I I ` /� L I � � J o� I CO) .v L COD CM C C C W 2 O W U b LU Z LU Z �e U U p D �oQ0 < q) 0 };Z�z0 00 CU 4-0 LU _C_> C 0.) z U Z�Z0 CO) .v L COD CM C C C W P�botr,gsse . a• 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06B -INTERSECTION PLAN.dwg INTERSECTION PLAN OF 41 1"=30' U) W U Z W D W � � W � J Z W Q � D Q C/) w O w = O(D U) Z Y J U) O z � � 66-1 9-002 P�botr,gsse . a• 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 06B -INTERSECTION PLAN.dwg INTERSECTION PLAN OF 41 1"=30' m V Q LL d a 00 O 00 0 N M a Od Q 0 z 0 U Z) V) 0 .Q Y Od N M N O O 00 m 0 V OJ 0 d v i 0 �I III I °o 0. ^I III I f 1 / III rr, co1 I II � � 1 II III I� ra � Irk' III Go j� II I II I� II I � -- _ 8"x8" SWIVEL TEE STA: 0+10.01 ; / 0175:1.510 R h 11 11111 11 I III I I 111 III I 111 I II � III III 111 111 � 111 111 � l 1 III I III `I Is III I� 111 0) II I N 111 —� III o III ti 111 � III � I Ill rn III III 111 III � 111 I III `Ill III o 1 II L� Ln I - � 4COQ _(nM \ < I �CN M 000, -0000— oR, ----- o .000 CIO < I � U) I p 00 rn I \ LLC I No ti0Q � LL \ �� r V) ti I ` d7 Q L` / 1 I ao o � N loe CD WATERLINE PLAN & PROFILE PLAN: 111=30' PROFILE: H-111=30' V-1"=6' l000, "oo�� 1 � � m r N � Z cn Z r l � ��cmn � m cn t � '1 1000, 00 � l\ Urn`\ \ M M � SMCN O 1 1299'{-.� SEE SHEET 14 —WATER P&P EAST 5540 5535 N I I— 5530 PROPOSED GRADE EXISTING GRADE 5525 N. - C) 5520 \ • 5515 PROPOSED 8" . C-900 PVC 5510 5505 5500 5495 W 5490 0+00 1+00 2+00 3+00 4+00 5+00 6+00 C/-) Q W n 86 n W I W W C/*-) W W C/*-) UTILITY NOTIFICATION CENTER The 1 -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. NI W + E S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. WATER LINE NOTES 1. ALL PRIVATE WATERLINE SERVICES ARE 4" TYPE "K" COPPER 2. WATER MAINS SHALL BE 8" C-900 PVC 3. ALL WATER MAINS SHALL BE DEDICATED AS PUBLIC. LEGEND: RIGHT—OF—WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK EASEMENT LINE 2 O w _ .., C� L z L Z • '1 N iiiiiiiiiiiiiiij,� U p � Ln LL Z)oap Q C) 0 4-0 z Zof CU 2 N 2 � Q cfl °M° � z U C:) M N I ~ Ile r" IIII E E � D WATERLINE PLAN & PROFILE PLAN: 111=30' PROFILE: H-111=30' V-1"=6' l000, "oo�� 1 � � m r N � Z cn Z r l � ��cmn � m cn t � '1 1000, 00 � l\ Urn`\ \ M M � SMCN O 1 1299'{-.� SEE SHEET 14 —WATER P&P EAST 5540 5535 N I I— 5530 PROPOSED GRADE EXISTING GRADE 5525 N. - C) 5520 \ • 5515 PROPOSED 8" . C-900 PVC 5510 5505 5500 5495 W 5490 0+00 1+00 2+00 3+00 4+00 5+00 6+00 C/-) Q W n 86 n W I W W C/*-) W W C/*-) UTILITY NOTIFICATION CENTER The 1 -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. NI W + E S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. WATER LINE NOTES 1. ALL PRIVATE WATERLINE SERVICES ARE 4" TYPE "K" COPPER 2. WATER MAINS SHALL BE 8" C-900 PVC 3. ALL WATER MAINS SHALL BE DEDICATED AS PUBLIC. LEGEND: RIGHT—OF—WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK EASEMENT LINE CO) 0 .v C4 a C W V 2 O w U C� L z L Z � U U p D Z)oap Q C) 0 4-0 z Zof CU 2 N 2 � C: � z U Z�Z0 CO) 0 .v C4 a C W V s ptjbott �Ssa U��i\e cd`Os CAA .o /ng COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RG L CHECKED BY: NAL 07 - WATER P&P.dwg WATER P&P WEST OF 42 1"=40' U) w U Z W D W � � W J Z w Q � D LLQ C/) O w (D 0 Z Y J W O z � � BB -1 9-002 s ptjbott �Ssa U��i\e cd`Os CAA .o /ng COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RG L CHECKED BY: NAL 07 - WATER P&P.dwg WATER P&P WEST OF 42 1"=40' m Q LL 0 co N N O m 3 a Od Q 0 z 0 V D z O V .Q Y 0 c N m N O O m 0 N V O d N i QD - C� LTJ I 86 n U_ LiJ Q LTJ LTJ Cn W LTJ C/") � LOT 14 1— 131099 SQ FT LTJ _ I LTJ Q ■- 6+ - _ 00 C/*') LTJ . LTJ � C/7 r RN F0081114 i c 131655 SQ FT 0.3135 AC WATERLINE PLAN & PROFILE PLAN: 111=30' PROFILE: H:1"=30' V:1"=6' II I t III I III � III I III III I I III n III � o0 i III II II I III I II I I III I II I I III III I +92.3 I� I N00 I III 8"x8" SWIVEL TEE STA: 9+92.13 OFFSET: 0.00 I III II I III - III I III � III III � Cr III N III I III ISI i I- 1. 5545 UTILITY NOTIFICATION CENTER T�e III -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. WATER LINE NOTES 1. ALL PRIVATE WATERLINE SERVICES ARE 1' TYPE "K" COPPER 2. WATER MAINS SHALL BE 8" C-900 PVC 3. ALL WATER MAINS SHALL BE DEDICATED AS PUBLIC. LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK EASEMENT LINE CO) 0 .v L C4 CM a� C 2 O W U b W Z LU Z � U U p D Z)oQ0 < C) 0 W U') �� Z0 Co � < < LU = 0 C: � M Z U Z�Zin CO) 0 .v L C4 CM a� C �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 07 - WATER P&P.dwg WATER P&P EAST 14 OF 42 1"=40' U) W U Z W D W ry � W � J Z W Q � D Q C/) w O w = � U)O Z Y ryO J � z lr� � 66-1 9-002 �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 07 - WATER P&P.dwg WATER P&P EAST 14 OF 42 1"=40' I I III I i II SSMH 1 (4' 0)� RGL STA 0+09.85, 0.07' R W �' o� RIM=5527.66 III b — I — III f 0-01 III I � III III III I III � I III III I II o I II III III 1 � Z LO �� Co c2 III I III I 00III CSM z i 30' SAN. W SEWER TI, I II III III III I I D I � I III III III III 00 I II VIII III III I II I I I l I I 1 II I 1 S I C/) III III I III I III I I I O w II I II I O(D 1 1 � Z Y i J U) I100I z � � I 9-002 —r �" L_ --- SSWIH 2 (4' 0)� STA 3+25.07, 0.00' RIM=5537.46 5545 00 0 C14 co L U N0Q �U)00 io OSLO 1 + J M co L I 2 00 \' S, T4� N L U co 0Q (n f` N I 0 C) M L6 o i I `5535 1 N� 1 Il �I t / t 1 \ ,. 7 Poll %01 ♦ 1 1 � / � %J \ r \ I - � SSI LLU `s Lo 0 Q mss � \ L \ �/ /F— \ I 0�� 'o s% \ 1 \ LO L6 c) r4000l r —000 Iti 7 SSMH 4 (4 &) STA 4+79.04, 0.00' I I IRIM=5529.64 �� / ►� s,�� j a^1, 1� 1 SSMH 3 (4' 0) STA 3+95.30, 0.00' /RlM=5535.04 �I IJMco llool � 00 SSMH 5 4 f STA 7+06.150.00' �l F \� RIM=5514.77 � UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. z Cn rn 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. SANITARY LINE PLAN & PROFILE PLAN: 1"=30' PROFILE: H:1"=30' V:1"=6' NOTES: 1. MANHOLES 2, 7, 8, AND 10 WILL REQUIRE AN INTERMEDIATE PLATFORM PER DETAIL ON SHT. 25. 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 M QD 9% A J 2 RGL J W �' o� r� b C1 0 N CD � U 0-01 U p � l 1 �oQ0 < C) LO r Z LO �� Co c2 _ LU C_> CSM z i 30' SAN. W SEWER EASEMENT 00 0 C14 co L U N0Q �U)00 io OSLO 1 + J M co L I 2 00 \' S, T4� N L U co 0Q (n f` N I 0 C) M L6 o i I `5535 1 N� 1 Il �I t / t 1 \ ,. 7 Poll %01 ♦ 1 1 � / � %J \ r \ I - � SSI LLU `s Lo 0 Q mss � \ L \ �/ /F— \ I 0�� 'o s% \ 1 \ LO L6 c) r4000l r —000 Iti 7 SSMH 4 (4 &) STA 4+79.04, 0.00' I I IRIM=5529.64 �� / ►� s,�� j a^1, 1� 1 SSMH 3 (4' 0) STA 3+95.30, 0.00' /RlM=5535.04 �I IJMco llool � 00 SSMH 5 4 f STA 7+06.150.00' �l F \� RIM=5514.77 � UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. z Cn rn 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. SANITARY LINE PLAN & PROFILE PLAN: 1"=30' PROFILE: H:1"=30' V:1"=6' NOTES: 1. MANHOLES 2, 7, 8, AND 10 WILL REQUIRE AN INTERMEDIATE PLATFORM PER DETAIL ON SHT. 25. 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 M QD 9% A J CO) 0 .v C4 C C W 2 RGL O W U b P&P LV Z LU Z � U U p D �oQ0 < C) LO W Z LO �� Co c2 _ LU C_> CSM z U Z�Z0 CO) 0 .v C4 C C W P�tDocr xisso N �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 U) RGL CHECKED BY: W 08 - SANITARY P&P.dwg U P&P WEST Z W D W � � W � J Z W Q � D Q 0. C/) w O w = O(D � Z Y J U) O z � � 66-1 9-002 P�tDocr xisso N �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 08 - SANITARY P&P.dwg SANITARY P&P WEST OF 42 1"=40' Cn N W LTJ C/-) QD - 00, E ■ OVERLOOK ESTATES RN 58714164 ■ ZONED R-1 , ■ ■ 100, �/ /W Ih .00 2 I O U b LU z LU III � III 3 � U - III � � �-. • III Q�� III 000 M III Cb III Z)oQ0 � III I � <C) -j OZ }; Z LO of co yl = 0 CSM z U o IIIA 1 1t III w III \ III U) III I Z 3 _ CIO I III I � III III N I III r� I — II III ��II �� III IIII .� 4 , III III I 1 � �I I IIII � III III I \ III IIII � III SII I N . _ IIII III I 1111 N — iii � �I N IIII III IIII � III �, I Ill III SII I III I IIII 0111..,5535 - III �I�II III 3 III °� III I IIII III ji � IIII � III III III SII I � � N � III °° -- II I�— 5540 _ IIII III 1� a Ila I � III 3 I 300 III 111 I I I 2N III N III III \ III II III III III � IIII � . III � III , III INTERCEPT EXISTING SERVICE LINE AND III CONNECT BACK INTO EXISTING III SANITARY SERVICE LN LINE III SII � � I III III IIII I 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 14+33 NOTES: UTILITY NOTIFICATION CENTER T�e 1 -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N S 30 0 15 30 60 ORIGINAL SCALE: 1 "= 30' HORIZ. MANHOLES 2, 79 89 AND 10 WILL REQUIRE AN INTERMEDIATE PLATFORM PER DETAIL ON SHT. 25. SANITARY SERVICE LINE EASEMENT TO BE RECORDED FOR ADJACENT PROPERTIES BENEFIT U) W U Z W D W J Q LL W J (D Z U) CO)lr� C W BB -1 9-002 P�tD4cr xisso I6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: I i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 08 - SANITARY P&P.dwg SANITARY P&P EAST 16 OF 42 1"=40' 2 O U b LU z LU � U U p Z)oQ0 <C) -j OZ }; Z LO of co � = 0 CSM z U Z�Z0 U) W U Z W D W J Q LL W J (D Z U) CO)lr� C W BB -1 9-002 P�tD4cr xisso I6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: I i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 08 - SANITARY P&P.dwg SANITARY P&P EAST 16 OF 42 1"=40' m Q LL a co v 0 0 N O 3 a 0 0 0 z 0 V D H z O V .Q Y 0 N m N O O m 0 N V O d N i QD - t / !", ��/ 000, / �/ /� /0-1 / Ile .000_ r /'0' 100,r Owl�0, / /J 1000, OVERLOOK ESTATES 000, �/ \ RN 58714164 \ ZONED R-1 do \ LOT 71 STM 4 (4' DIA.) STA 0+61.07 0000 / \ -��000,1000 11.18 LFA / \ V" LOT 70 24" � � , � / -RCP or / /100, 1000, Ob STM 3 (24" NYLOPLAST BASIN) • \ STA 2+55.69 oo- \ � �L � r LOT 69 LOT 6 ` /14,344 SQ FT \ 1 �/ • J /� h4��- 0.3293 AC \ ✓ / �'� 4,h STM 2 (24" NYLOPLAST BASIN) STA 1+52.16 - 1 LOT 5 I LOT 68 \ �\ j / /off 151547 SQ FT _ Co / ��-,� 0.3569 AC / ti L - - / /� J 000. r " � rA �\ STM 1 (24" NYLOPLAST BASIN) � STA 0+16.88 � � y,��.°c10 \ 101k9• / � / hy16 / LOT 4 ,c i 161511 SQ FT J � 0.3791 ACA., � 1 / M 011 STORM LINE 1 PLAN PLAN: 111=30' STORM LINE 1 PROFILE PROFILE: H:1"=30' V:1"=6' 5510 z � mm - c 00 �4 L LOU') 5515 II ZLj^ Z `prQ LJ - ao _ •co CDz 3 aN %_ LO �v+�v~ CD 5510 NF? ~ / - Nrz z 5505 5500 5495 0+00 IN, l 135.28 LF 00.38% 18" HDPE Q5 = 0.74 CFS Q100 = 3.43 CFS QFULL = 7.82 CFS 1+00 103.53 LF I 00.35% � 18' HDPE Q5 = 0.95 CFS Q100 = 4.38 CFS FULL = 7.82 CFS 2+00 ~ `" o �U') _ LOLO ZrnAII.-. �p :'z' M N II Z O m Naz z 3+00 10 TRACT C 10,338 SQ FT4� 97.75 LF 0.2373 A0 36.66 LF " STM 4-1 (QUAD WR INLET) 24 RCP $ STA 0+49.94 �o STM 4-2 (QUAD WR INLET) /STA 0+13.28 r/ 4''S 1000, LOT 9141) 121548 SQ FT _co / r 0.2881 AC ,� %_ / / N RN F0081114 / `•%--�� 'r / r � 00 do t 1� d t �� f STA: 0+61.07 EXISTING GRADE RIM = 5510.57 INV. IN (SE) = 5503.67 -WV. OUT (NE) = 5503.47 INV. IN (SW) = 5503.67 -� 0.35% 18" HDPE Q5 = 1.14 CFS Q100 = 5.26 CFS QFULL = 7.82 CFS GRADE 4+00 4+38 5515 5510 5505 5500 5495 UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N W + E S NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION y L C4 CM .1= 03 c C W 5 O W U b LU z LU Z � U U p D Z)oQO < C) C) W Z U') �� Co 2 < LU = 0 C M Z U Z�Z0 y L C4 CM .1= 03 c C W P�bott,gss� N . a. 6h MV COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg STORM P&P 1 OF 42 1"=40' U) W U Z W D W � � W � J Z W Q � D Q U) w O w = O 0 � z Y J � O z lr� � 66-1 9-002 P�bott,gss� N . a. 6h MV COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg STORM P&P 1 OF 42 1"=40' NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION. 10. ALL INLET GRATES TO BE SECURED TO ADS STRUCTURE. 001% M o LO LO 5520 •-• co II c n 36.66 LF 02.06% nW 24" CLASS V RCP 5515 � 5510 �r / �f t Olei 001 1 / 1000, v r'� �0000, / or LOT 73 STM 5 (30" NYLOPLAST BASIN) STA 1+57.45--\ 0, 56.66 LF 24" RCP STORM LINE 2 PROFILE PROFILE: H:1"=30' V:1"=6' STM 4-1 (QUAD WR INLET) STA: 0+49.94 TRIM = 5514.17 INV. IN (S) = 5508.83 INV. OUT (NW) = 5504.59 STM 4 (4" DIA.) r A STA: 0+61.07 m 97.75 LF RIM = 5510.57 ,'; o INV. IN (SE) = 5503.67 � LO 1111 OUT (NE) = 5503.47 LO MI IN (SW) = 5503:.6,7 cd --� 'd-r-:.� v ♦P - La ' II ? o D �» N N Fx Z Z QD WAM MINOR SUB. - r r RN 91067;74 I .00- ` ZONED R-1 I -- r , W T - - < 0 EXTEND CONCRETE OUTFALL TO TOP OF BANK ON BOTH SIDES OF CHANNEL_ 55AQ - / �f r �✓ _ I� �f MATCH BEGINNING OF 4" /� N J Vvi - % �� CONCRETE OUTFALL TO EXISTING 20 11 � I 1 TRACT CSTM 41 (TYPE R 5) CHANNEL FLOWUNE ELEVATIONS I II *N6l I ~ ! III STA 0+51.45+3a G LOT 74 o -.r STM 6 (30" NYLOPLAST BASIN)_ STA 3+30.44 CONCRETE OUTFALL TO BE IN INSTALLED UP TO EXISTING RMD CULVERT HEADWALL 0 Q ROCKY MOUNTAIN DITCH_ �� / 222.4 / STM 40 (FES 2 EASEMENTTYP4") ( ) .lAD F_ // / [STA A i GA AC STORM LINE 2&3 PLAN PLAN: 111=30' 5520 5520 STM 6 (30' NYOPLAST BASIN) STM 7 (C06180 BARRACUDA WQ DEVICE do INLET) EXISTING GRADE STA: 3+30.44 _ STA: 4+24.04 RIM = 5508.39 RIM =5509.90 5515 5515 _ INV. IN (N) = 550233 INV. IN (YI) = 5501.80 INV. OUT (E) = 550213 5510 5510 PROPOSED GRADE T I 30 N EX. STM 10 (TYPE R 5') STA 1+23.34 ti ( ) III 4' DIA. N 1 A 0+10.76 I w 00 III 3 III TII N III il I III III "' III I �� •tea III J�_�y_ Till II^I III w IIII � I III � IIII � Z 3 III I - O0 IIII N III I r � III � IIII � I _ `n III �_- ti�N -osh -' 00 III III I 1 II IIII � III \ � III IIII � III IIII III I N IIII III N °° II IIIIOA II IIII � III II IIII III III I II IIII III 3 III I II A IIII _m I STORM LINE 3 PROFILE PROFILE: H:1"=30' V:1"=6' A L 97.75 LF 5505 8" WATER b O II W - 8" SAN O II W 00.35% Q5 = 4.21 CFS 11.18 LF 30" HDPE D Q100 = 14.54 CFS -08.24% �r7� 5500 QFULL = 34.6 CFS 24" RCP _ Q5 = 11.27 CFS W N�3 ZU?zof Q5 = 5.31 CFS Q100 = 29.22 CFS ± II z n 5515 Q100 = 23.96 CFS QFULL = 33.01 CFS W ,�. QFULL = 69.22 CFS Q 5495 24" MOFFAT Q 0+00 FILTER 1+00 QD WAM MINOR SUB. - r r RN 91067;74 I .00- ` ZONED R-1 I -- r , W T - - < 0 EXTEND CONCRETE OUTFALL TO TOP OF BANK ON BOTH SIDES OF CHANNEL_ 55AQ - / �f r �✓ _ I� �f MATCH BEGINNING OF 4" /� N J Vvi - % �� CONCRETE OUTFALL TO EXISTING 20 11 � I 1 TRACT CSTM 41 (TYPE R 5) CHANNEL FLOWUNE ELEVATIONS I II *N6l I ~ ! III STA 0+51.45+3a G LOT 74 o -.r STM 6 (30" NYLOPLAST BASIN)_ STA 3+30.44 CONCRETE OUTFALL TO BE IN INSTALLED UP TO EXISTING RMD CULVERT HEADWALL 0 Q ROCKY MOUNTAIN DITCH_ �� / 222.4 / STM 40 (FES 2 EASEMENTTYP4") ( ) .lAD F_ // / [STA A i GA AC STORM LINE 2&3 PLAN PLAN: 111=30' 5520 5520 STM 6 (30' NYOPLAST BASIN) STM 7 (C06180 BARRACUDA WQ DEVICE do INLET) EXISTING GRADE STA: 3+30.44 _ STA: 4+24.04 RIM = 5508.39 RIM =5509.90 5515 5515 _ INV. IN (N) = 550233 INV. IN (YI) = 5501.80 INV. OUT (E) = 550213 5510 5510 PROPOSED GRADE T I 30 N EX. STM 10 (TYPE R 5') STA 1+23.34 ti ( ) III 4' DIA. N 1 A 0+10.76 I w 00 III 3 III TII N III il I III III "' III I �� •tea III J�_�y_ Till II^I III w IIII � I III � IIII � Z 3 III I - O0 IIII N III I r � III � IIII � I _ `n III �_- ti�N -osh -' 00 III III I 1 II IIII � III \ � III IIII � III IIII III I N IIII III N °° II IIIIOA II IIII � III II IIII III III I II IIII III 3 III I II A IIII _m I STORM LINE 3 PROFILE PROFILE: H:1"=30' V:1"=6' i;mi '' ,I 1 1 1 ■ 1 5555 iiiiiiiiiiiiiiiiiiiiiiiiii '30' HDPE ■ ' 1� 11 11 ■ i ■ 11 • A 1 !�Q5 11.35 CFS PROPOSED UNDERGROUND ■ ■ QFULL 33.01Q1 11 32.92 CFS DETEN11ON■ ■ QFULL ' ■ ■5495■ 11 11 11 1 11 INSTALL 12" WATER 12" FLAP GATEI \A 5505 40.74 LF _ 72.02 LF 00.59% - 0.50 12" HDPE 18" HDPE 5500 Q5 = 0.80 CFS QFULL = 7.91 CFS Q100 = 1.73 CFS EXISTING 8" SANIT, QFULL = 2.40 CFS 5495 1+00 1+38 PROPOSED UNDERGROUND DETENTION 5520 5515 5510 5505 5500 UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N W + E S STORM LINE 4 PROFILE 5495 0+00 PROFILE: H-111=30' V-1"=6' 0 wi pOp O v O LONC5 06111) LO C1 LO + Ln H H Go II o0 �» 3444{f- ® 3.399' 24" HDPE u STM 40 (FES 24") STA: 0+51.98 INV. IN (S) = 5506.83 5520 5515 5510 5505 5500 5495 0+76 O L O 25 06 'ii L �o �. � 'n b O II W W z LU O II W LoII 5520 CD Laa LU oV+ Lo�� _��3`-' LL On LO U_ p D LO ZO �r7� Qq)< 0 coo II 00 �O II W N�3 ZU?zof _0LU Q nFxz z cis? ? ± II z n 5515 U Z�Z0 W ,�. ? Q � 24" MOFFAT Q FILTER C/) DRAIN LINE 8" WATER O 5510 = i;mi '' ,I 1 1 1 ■ 1 5555 iiiiiiiiiiiiiiiiiiiiiiiiii '30' HDPE ■ ' 1� 11 11 ■ i ■ 11 • A 1 !�Q5 11.35 CFS PROPOSED UNDERGROUND ■ ■ QFULL 33.01Q1 11 32.92 CFS DETEN11ON■ ■ QFULL ' ■ ■5495■ 11 11 11 1 11 INSTALL 12" WATER 12" FLAP GATEI \A 5505 40.74 LF _ 72.02 LF 00.59% - 0.50 12" HDPE 18" HDPE 5500 Q5 = 0.80 CFS QFULL = 7.91 CFS Q100 = 1.73 CFS EXISTING 8" SANIT, QFULL = 2.40 CFS 5495 1+00 1+38 PROPOSED UNDERGROUND DETENTION 5520 5515 5510 5505 5500 UTILITY NOTIFICATION CENTER The -Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. N W + E S STORM LINE 4 PROFILE 5495 0+00 PROFILE: H-111=30' V-1"=6' 0 wi pOp O v O LONC5 06111) LO C1 LO + Ln H H Go II o0 �» 3444{f- ® 3.399' 24" HDPE u STM 40 (FES 24") STA: 0+51.98 INV. IN (S) = 5506.83 5520 5515 5510 5505 5500 5495 0+76 Ca .v COD CM C C C W 2 O W U b W z LU Z � U U_ p D Qq)< 0 O _j C) }; ZU?zof _0LU _N_> CSM z U Z�Z0 Ca .v COD CM C C C W 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 -STORM PBP.dwg STORM P&P 2 18 OF 42 1"=40' U) W U Z W D W � � W � J Z W Q � D Q C/) w O w = O 0 � z Y J � O z lr� � 66-1 9-002 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: 1 i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 -STORM PBP.dwg STORM P&P 2 18 OF 42 1"=40' PROJECT INFORMATION ENGINEERED EVAN FISCHGRUND PRODUCT 720-250-8047 MANAGER: EVAN.FISCHGRUND@ADS-PIPE.COM ob CHRISTOPHER MOTT ADS SALES REP: 303-229-2291 CHRISTOPHER.MOTTcx DS-PIPE.COM PROJECT NO: IS181356 MC -4500 STORMTECH CHAMBER SPECIFICATIONS KT4 LLLLLL�i ADVANCED DRAINAGE SYSTEMS, INC. HILLSIDE ESTATES WH EATRI DG E, CO 1. CHAMBERS SHALL BE STORMTECH MC -4500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 -16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75 -YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1 -WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75 -YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 1 ©2013 ADS, INC. m V Q U_ 0 a a Ln co N N 0 3 a a 0 0 z 0 V V) z 0 V c .Q Y 0 c N m N 0 0 m 0 N V O d N i QD - k ZMASS/ST[01;ff] 5 by StormTech. U FOR STORMTECH ob INSTRUCTIONS,■ ■r2�. DOWNLOAD THI U INSTALLATION APP Z) IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC -4500 CHAMBER SYSTE 1. STORMTECH MC -4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC -4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPME 1. STORMTECH MC -4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC -4500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. BAYSAVER BARRACUDA SPECIFICATIONS MATERIALS AND DESIGN CONCRETE STRUCTURES: DESIGNED FOR H-20 TRAFFIC LOADING AND APPLICABLE SOIL LOADS OR AS OTHERWISE DETERMINED BY A LICENSED PROFESSIONAL ENGINEER. THE MATERIALS AND STRUCTURAL DESIGN OF THE DEVICES SHALL BE PER ASTM C857 AND ASTM C858. 48" HP MANHOLE STRUCTURES: MADE FROM AN IMPACT MODIFIED COPOLYMER POLYPROPYLENE MEETING THE MATERIAL REQUIREMENTS OF ASTM F2764. THE ECCENTRIC CONE REDUCER SHALL BE MANUFACTURED FROM POLYETHYLENE MATERIAL MEETING ASTM D3350 CELL CLASS 213320C. GASKETS SHALL BE MADE OF MATERIAL MEETING THE REQUIREMENTS OF ASTM F477. SEPARATOR INTERNALS SHALL BE SUBSTANTIALLY CONSTRUCTED OF STAINLESS STEEL, POLYETHYLENE, OR OTHER THERMOPLASTIC MATERIAL APPROVED BY THE MANUFACTURER. PERFORMANCE THE STORMWATER TREATMENT UNIT SHALL BE AN INLINE UNIT CAPABLE OF CONVEYING 100% OF THE DESIGN PEAK FLOW. IF PEAK FLOW RATES EXCEED MAXIMUM HYDRAULIC RATE, THE UNIT SHALL BE INSTALLED OFFLINE. THE STORMWATER TREATMENT UNIT INTERNALS SHALL CONSIST OF(1)SEPARATOR CONE ASSEMBLY, AND (1)SUMP ASSEMBLY WHICH INCLUDES(4) LEGS WITH "TEETH". THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 80% OF THE SUSPENDED SOLIDS ON AN ANNUAL AGGREGATE REMOVAL BASIS. SAID REMOVAL SHALL BE BASED ON FULL-SCALE THIRD PARTY TESTING USING OK -110 MEDIA GRADATION OR EQUIVALENT AND 300 mg/L INFLUENT CONCENTRATION. SAID FULL SCALE TESTING SHALL HAVE INCLUDED SEDIMENT CAPTURE BASED ON ACTUAL TOTAL MASS COLLECTED BY THE STORMWATER TREATMENT UNIT. -OR - THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS USING A MEDIA MIX WITH d50=75 MICRON AND 200 MG/L INFLUENT CONCENTRATION. -OR - THE BARRACUDA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS PER CURRENT NJDEP/NJCAT HDS PROTOCOL. JFACTURER EACH STORMWATER TREATMENT SYSTEM SHALL BE A BARRACUDA SYSTEM AS MANUFACTURED BY BAYSAVER, LLC, 1030 DEER HOLLOW DR., MOUNT AIRY, MD 21771, PHONE (301) 829-6470, FAX (301) 829-3747, TOLL FREE 1-800-229-7283 (1-800-BAYSAVER), EMAIL INFO@aBAYSAVER.COM ©2013 ADS, INC. BARRACUDA MAINTENANCE BARRACUDA SYSTEMS MUST BE INSPECTED AND MAINTAINED PERIODICALLY. INSPECTION IS MADE BY CHECKING THE DEPTH OF SEDIMENT IN EACH MANHOLE WITH A GRADE STICK OR SIMILAR DEVICE. MAINTENANCE IS REQUIRED WHEN THE SEDIMENT DEPTH IN EXCEEDS 20 INCHES. MINIMUM INSPECTION IS RECOMMENDED TWICE A YEAR TO MAINTAIN OPERATION AND FUNCTION OF THE UNIT. MAINTENANCE INSTRUCTIONS 1. REMOVE THE MANHOLE COVER TO PROVIDE ACCESS TO THE POLLUTANT STORAGE. POLLUTANTS ARE STORED IN THE SUMP, BELOW THE BOWL ASSEMBLY VISIBLE FROM THE SURFACE. YOU'LL ACCESS THIS AREA THROUGH THE 10" DIAMETER ACCESS CYLINDER. 2. USE A VACUUM TRUCK OR OTHER SIMILAR EQUIPMENT TO REMOVE ALL WATER, DEBRIS, OILS AND SEDIMENT. 3. USE A HIGH PRESSURE HOSE TO CLEAN THE MANHOLE OF ALL THE REMAINING SEDIMENT AND DEBRIS. THEN, USE THE VACUUM TRUCK TO REMOVE THE WATER. 4. FILL THE CLEANED MANHOLE WITH WATER UNTIL THE LEVEL REACHES THE INVERT OF THE OUTLET PIPE. 5. REPLACE THE MANHOLE COVER. 6. DISPOSE OF THE POLLUTED WATER, OILS, SEDIMENT AND TRASH AT AN APPROVED FACILITY. • LOCAL REGULATIONS PROHIBIT THE DISCHARGE OF SOLID MATERIAL INTO THE SANITARY SYSTEM. CHECK WITH THE LOCAL SEWER AUTHORITY FOR AUTHORITY TO DISCHARGE THE LIQUID. • SOME LOCALITIES TREAT THE POLLUTANTS AS LEACHATE. CHECK WITH LOCAL REGULATORS ABOUT DISPOSAL REQUIREMENTS. • ADDITIONAL LOCAL REGULATIONS MAY APPLY TO THE MAINTENANCE PROCEDURE. BARRACUDA INSTALLATION NOTES INSTALLATION OF THE STORMWATER TREATMENT UNIT(S) SHALL BE PERFORMED PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. SUCH INSTRUCTIONS CAN BE OBTAINED BY CALLING ADVANCED DRAINAGE SYSTEMS AT (800) 821-6710 OR BY LOGGING ON TO a'vvvvv.ADS-PIPE.COM OR'vVWW.BAYSAVER.CONi. Iry w z W 0 a 0 z U)Y ryO ONE BB -1 9-002 CA01*0.0 `n �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: I M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 -STORM PBP.dwg ADS NDERGROUND DETAILS 1 19 OF 42 1"=30' 5 O U b LU z W U U p Z) Z)oQ0 < q) CU };� Zz C00 _�_> C 0.) z CU Z4ZC) Iry w z W 0 a 0 z U)Y ryO ONE BB -1 9-002 CA01*0.0 `n �6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: I M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 -STORM PBP.dwg ADS NDERGROUND DETAILS 1 19 OF 42 1"=30' CONCEPTUAL LAYOUT 98 STORMTECH MC -4500 CHAMBERS 12 STORMTECH MC -4500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 19143 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 4665 SYSTEM AREA (W) 302 SYSTEM PERIMETER (ft) NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 0 THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • THE STORMTECH SYSTEM DEPICTED DOES NOT INCLUDE WATER QUALITY MEASURES AND/OR DOES NOT PROVIDE THE ABILITY TO BE INSPECTED, CLEANED, AND MAINTAINED. NOT MAINTAINING THE SYSTEM MAY LEAD TO A DECREASE IN STORAGE VOLUME OVER TIME, ADS RECOMMENDS THE USE OF THE ISOLATOR ROW ON ALL STORMTECH SYSTEMS. U) W O Q U Ww W 0—�, C) I-- U Z F L Y t o Y f _ , U -W ( W F, CONCEPTUAL ELEVATIONS (REFERENCE ONLY) • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. — w o M 5512.79 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) OUj r N 7t 0 5508.29 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) _0 W J O r 5507.79 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) CD L0 00 r U 2 o z o_ U w 0 W x W N LO N O 5507.79 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) F- Q � o U 5507.79 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) � J W W F 5506.79 TOP OF STONE o m O(DU) o a 5505.79 TOP OF MC -4500 CHAMBER N w� z o F0 w m = z O U 0 Q z o � 0 9-002 5502.71 24" TOP MANIFOLD INVERT 5500.98 24" ISOLATOR ROW CONNECTION INVERT SHEET z z a 3 7 OF � J 5500.98 24" BOTTOM MANIFOLD INVERT = ® z � w P�_L m 0 w Q a. W d z t _ �o mi r N w� z 0 z ¢'0 a W W m z 0 5500.79 BOTTOM OF MC -4500 CHAMBER H SHEET 4 7 5500.04 BOTTOM OF STONE o 0 a ( N< LU' F_ 24" PARTIAL CUT END CAP, PART# MC45001EPP24B OR MC45001EPP24BW TYP OF ALL MC -4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS S8BARRACUDA (SEE SHEET 4 ) IM I 24" X 24" ADS N-12 TOP MANIFOLD I ;_ INVERT 23.05" ABOVE CHAMBER BASE (SEE NOTES) 0 24" PARTIAL CUT END CAP, PART# MC45001EPP24T OR MC45001EPP24TW 0) TYP OF ALL MC -4500 24" TOP CONNECTIONS PLACE MINIMUM 5.33 m OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS ISOLATOR ROW (SEE DETAIL) 95.26' 24" ADS N-12 BOTTOM CONNECTION 81.94' INVERT 2.26" ABOVE CHAMBER BASE (SEE NOTES) OUTLET CONTROL STRUCTURE PER PLAN MAXIMUM OUTLET FLOW 7.0 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) L 24.20' �I 24" X 24" ADS N-12 BOTTOM MANIFOLD I INVERT 2.26" ABOVE CHAMBER BASE 96" MANHOLE 24" OUTLET PIPE a INTEGRATED INTERNAL WEIR VARIABLE OUTLET LOCATIONS TYPICAL PLAN VIEW NTS 24" FRAME & C("'�" ASPHALT INSTALLF 16 EA- STAINLESS STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 10 EA- STAINLESS STEEL WEDGE ANCHOR(S) - 1/2" x 4" (TYP) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) B GALVANIZED STEEL FABRICATED STRUCTURE )RIFICE IN 1/4" GALVANIZED _ FABRICATED STRUCTURE .� ALL INVERT OR ORIFICE AT 5508.00 24" HP STORM 12" HP STORM CUSTOM FABRICATED ORIFICE - SEE DETAIL - CDOT 5' DIAMETER MANHOLE RIM=5513.97 OUTLET STRUCTURE PLAN VEIW INTEGF INTERNAL 5502.73 OUTLET (SOUTH) 5500.81 OUTLET (EAST) — FIN A (TYP 4 PL) 24" FRAME & COVER a 27" INLET PIPE FIN ARRAY (TYP 4 PLACES) SECTION VIEW A -A NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 0 1/4" GALVANIZED STEEL FABRICATED BOLT ON STRUCTURE STRUCTURE 100YR EL. = 5509.79 24" HP STORM INV. EL. = 5508.00 5YR EL. = 5503.79 1-1-2' � d 5" ORIFICE A- 6 EA- STAINLESS SEE SECT A -A FOR DETAIL STEEL WEDGE ANCHOR(S) INV. EL. = 5501.80 JA 1 /2" x 4" (TYP) A B d ORIFICE THROUGH INTERNAL WEIR 5' DIA MANHOLE SECTION B -B - OUTLET STRUCTURE NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 _N�' \Ad 14" ORIFICE & 24" HP STORM INV. EL. = 5508.00 d v 1 ' O 100YR EL. = 5509.79 cel 5YR EL. = 5503.79 C> 4 EA- STAINLESS 2 TYP. STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 1 4" THICK 2 TYP. 5"��ORIFICE GALVANIZED 12 HP STORM STEEL PLATE BEHIND STEEL PLATE INV. EL. = 5501.80 NTS SECTION A -A CDOT 5' MANHOLE NOTES • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT. 24" FRAME & COVER STM BARRACUDA S8 (96" MANHOLE PROVIDED BY BAYSAVER) R 24" OUTLET PIPE (EAST) 27" INLET PIPE r■ SITE SPECIFIC PLAN VIEW NTS BARRACUDA S8 UNIT ID STM PEAK FLOW RATE (CFS) TREATMENT FLOW RATE (CFS) 4.32 24" OUTLET PIPE (SOUTH) SECTION VIEW B -B NTS NTS ( �L -=I s -W ( 3 U � I o J O ( ram t M M Z v OUj ( W N CN L W Q-0 ( -0 _0 W wo O w W Q vJ W J = _ S 5 co CD L0 00 r U g co O o z o_ U w 0 W x W N LO N O 96" MANHOLE 24" OUTLET PIPE a INTEGRATED INTERNAL WEIR VARIABLE OUTLET LOCATIONS TYPICAL PLAN VIEW NTS 24" FRAME & C("'�" ASPHALT INSTALLF 16 EA- STAINLESS STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 10 EA- STAINLESS STEEL WEDGE ANCHOR(S) - 1/2" x 4" (TYP) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) B GALVANIZED STEEL FABRICATED STRUCTURE )RIFICE IN 1/4" GALVANIZED _ FABRICATED STRUCTURE .� ALL INVERT OR ORIFICE AT 5508.00 24" HP STORM 12" HP STORM CUSTOM FABRICATED ORIFICE - SEE DETAIL - CDOT 5' DIAMETER MANHOLE RIM=5513.97 OUTLET STRUCTURE PLAN VEIW INTEGF INTERNAL 5502.73 OUTLET (SOUTH) 5500.81 OUTLET (EAST) — FIN A (TYP 4 PL) 24" FRAME & COVER a 27" INLET PIPE FIN ARRAY (TYP 4 PLACES) SECTION VIEW A -A NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 0 1/4" GALVANIZED STEEL FABRICATED BOLT ON STRUCTURE STRUCTURE 100YR EL. = 5509.79 24" HP STORM INV. EL. = 5508.00 5YR EL. = 5503.79 1-1-2' � d 5" ORIFICE A- 6 EA- STAINLESS SEE SECT A -A FOR DETAIL STEEL WEDGE ANCHOR(S) INV. EL. = 5501.80 JA 1 /2" x 4" (TYP) A B d ORIFICE THROUGH INTERNAL WEIR 5' DIA MANHOLE SECTION B -B - OUTLET STRUCTURE NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 _N�' \Ad 14" ORIFICE & 24" HP STORM INV. EL. = 5508.00 d v 1 ' O 100YR EL. = 5509.79 cel 5YR EL. = 5503.79 C> 4 EA- STAINLESS 2 TYP. STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 1 4" THICK 2 TYP. 5"��ORIFICE GALVANIZED 12 HP STORM STEEL PLATE BEHIND STEEL PLATE INV. EL. = 5501.80 NTS SECTION A -A CDOT 5' MANHOLE NOTES • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT. 24" FRAME & COVER STM BARRACUDA S8 (96" MANHOLE PROVIDED BY BAYSAVER) R 24" OUTLET PIPE (EAST) 27" INLET PIPE r■ SITE SPECIFIC PLAN VIEW NTS BARRACUDA S8 UNIT ID STM PEAK FLOW RATE (CFS) TREATMENT FLOW RATE (CFS) 4.32 24" OUTLET PIPE (SOUTH) SECTION VIEW B -B NTS NTS U) O ti J pSCM 3(� o� z U) m cr) ram o M M Z v J Y o _ W � U) z 0 W W Q= U 2 _0 W wo O 0 Q vJ W J = _ S N CD L0 00 r U o a z o z o_ U w 0 W x W � 0, I z F- Q � o � J U � J W CO CO O 4 = o m O(DU) � ? wz L0 W a< W z N w� z o F0 w m = z O U 0 Q z o � 0 9-002 ~a_ SHEET z z a 3 7 OF 96" MANHOLE 24" OUTLET PIPE a INTEGRATED INTERNAL WEIR VARIABLE OUTLET LOCATIONS TYPICAL PLAN VIEW NTS 24" FRAME & C("'�" ASPHALT INSTALLF 16 EA- STAINLESS STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 10 EA- STAINLESS STEEL WEDGE ANCHOR(S) - 1/2" x 4" (TYP) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) 24" ADS (SEE UNDERGROUND DETENTION DETAILS) B GALVANIZED STEEL FABRICATED STRUCTURE )RIFICE IN 1/4" GALVANIZED _ FABRICATED STRUCTURE .� ALL INVERT OR ORIFICE AT 5508.00 24" HP STORM 12" HP STORM CUSTOM FABRICATED ORIFICE - SEE DETAIL - CDOT 5' DIAMETER MANHOLE RIM=5513.97 OUTLET STRUCTURE PLAN VEIW INTEGF INTERNAL 5502.73 OUTLET (SOUTH) 5500.81 OUTLET (EAST) — FIN A (TYP 4 PL) 24" FRAME & COVER a 27" INLET PIPE FIN ARRAY (TYP 4 PLACES) SECTION VIEW A -A NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 0 1/4" GALVANIZED STEEL FABRICATED BOLT ON STRUCTURE STRUCTURE 100YR EL. = 5509.79 24" HP STORM INV. EL. = 5508.00 5YR EL. = 5503.79 1-1-2' � d 5" ORIFICE A- 6 EA- STAINLESS SEE SECT A -A FOR DETAIL STEEL WEDGE ANCHOR(S) INV. EL. = 5501.80 JA 1 /2" x 4" (TYP) A B d ORIFICE THROUGH INTERNAL WEIR 5' DIA MANHOLE SECTION B -B - OUTLET STRUCTURE NTS MODIFIED CDOT 5' DIAMETER MANHOLE RIM=5513.97 _N�' \Ad 14" ORIFICE & 24" HP STORM INV. EL. = 5508.00 d v 1 ' O 100YR EL. = 5509.79 cel 5YR EL. = 5503.79 C> 4 EA- STAINLESS 2 TYP. STEEL WEDGE ANCHOR(S) 1/2" x 4" (TYP) 1 4" THICK 2 TYP. 5"��ORIFICE GALVANIZED 12 HP STORM STEEL PLATE BEHIND STEEL PLATE INV. EL. = 5501.80 NTS SECTION A -A CDOT 5' MANHOLE NOTES • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT. 24" FRAME & COVER STM BARRACUDA S8 (96" MANHOLE PROVIDED BY BAYSAVER) R 24" OUTLET PIPE (EAST) 27" INLET PIPE r■ SITE SPECIFIC PLAN VIEW NTS BARRACUDA S8 UNIT ID STM PEAK FLOW RATE (CFS) TREATMENT FLOW RATE (CFS) 4.32 24" OUTLET PIPE (SOUTH) SECTION VIEW B -B NTS NTS U) O W U 3(� o� J U) 2� ram w 0 W O Q V U) (D U U zY J Y o _ W � U) z 0 W W o U o _0 W o O H Q vJ W J = _ S N CD L0 00 r U o a z o z o_ U w 0 W x W z z in I 0 Q � N Q U = W CO CO O Q o LU~ w O(DU) o a � U) O W U 3(� o� >� U) 2� ram w Q N W Q m N W o 7O O W O O H 2 �� C ra • o z o_ U w 0 W x W z z in I 0 z 0 Q 0 0 w 0 Of Q � N Q CD � CO CO O w o Z ',T O(DU) a= z Y wo J 0 O z � � Do 9-002 ~a_ z z a � J � J = ® z � w P�_L m 0 w Q a. W d z t _ �o mi r N w� z 0 z ¢'0 a W W m z 0 H SHEET 4 7 OF Cj U) O W U b W Z W Z � U U p D Z)oQO <C) };Z�z0 co �2�N2i ACCEPTABLE FILL MATERIALS: STORMTECH MC -4500 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE D TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) PROCESSED AGGREGATE. C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE A CLEAN, CRUSHED, ANGULAR STONE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. AASHTO MATERIAL CLASSIFICATIONS N/A F /A__)rI I V IVI 140' A-1, A-2-4, A-3 OR AASHTO M43' 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 AASHTO M43' 3,4 AASHTO M43' 3,4 COMPACTION / DENSITY REQUIREMENT PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. NO COMPACTION REQUIRED. PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2.3 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS e z PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN T ;` END CAP (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED i ® INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, r<< INCREASE COVER TO 30" (750 mm). 9„ 1 mm) MIN T 7.0' 24" (600 mm) MIN* (2.1 m) MAX 12" (300 mm) MINI 60" **THIS CROSS SECTION DETAIL REPRESENTS (1524 mm)MINIMUM REQUIREMENTS FOR INSTALLATION PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. DEPTH OF STONE TO BE DETERMINED 11111=111=111�II=�'� BY SITE DESIGN ENGINEER 9" (230 mm) MIN 100" (2540 mm) 12" (300 mm) MIN NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 -16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC -4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73- F / 23- C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. U U � M Y W Oo Q U z Y Ld Q w cDOf 7 - LU 0 o U LU E Q Q L0 W o Cl) UN r �_ (0 U) C�0 (n 2 ii U LU Lij o Of z 0 P: a U y o� J N m O co Z Q = 2O W of Q� CD �Q co J PoL a 5 SHEET OF z < C9 z ❑ u, COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD MC -4500 CHAMBER SUMP DEPTH TBD BY CATCH BASIN SITE DESIGN ENGINEER OR MANHOLE (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED } USE FACTORY PARTIAL CUT END CAP PART #: MC450OREPE24BC OR MC450OREPE24BW fl%Mrlrl Al Al inic Mr-r—rir,n1 „r,nT 1500 END CAP DS 315WTM WOVEN STONE AND CHAMBERS :ABRIC WITHOUT SEAMS MC -4500 ISOLATOR ROW DETAIL z NTS 1 0 W H a 0 INSPECTION & MAINTENANCE ® 0 C) ? STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT a F F A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN ♦ o _ ° A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED � Y A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG o 0 A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. Z N B. ALL ISOLATOR ROWS Qco B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW co co B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE D � co i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 0 ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE N B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. co STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED o B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN > o C. VACUUM STRUCTURE SUMP AS REQUIRED 00 CO Z It Q= STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. w O C) STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. Q OJ 'ItJ_ It _ NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS w OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. Z 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 60 W U Q O J Q 6 SHEET OF 7 5 J (f) U 2 W -3 _LU Y LU I— Q ! /) LU O U � L (5 0_ o o z w o :DV U U U z LU O o !!0 vJ J Q w j CD N LO Cr co a — 00 z U Q O J c) W ZU?z0 _ �N 2 i C: F a;z U Z4ZC) WUj U = Q � UU � w Q Q 0 w oa-w MC -4500 ISOLATOR ROW DETAIL z NTS 1 0 W H a 0 INSPECTION & MAINTENANCE ® 0 C) ? STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT a F F A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN ♦ o _ ° A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED � Y A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG o 0 A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. Z N B. ALL ISOLATOR ROWS Qco B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW co co B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE D � co i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY 0 ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE N B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. co STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED o B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN > o C. VACUUM STRUCTURE SUMP AS REQUIRED 00 CO Z It Q= STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. w O C) STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. Q OJ 'ItJ_ It _ NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS w OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. Z 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 60 W U Q O J Q 6 SHEET OF 7 7� L L 5 O W V LU Z W Z �e U U_ p D 0 Q O Q O J c) W ZU?z0 _ �N 2 i C: F a;z U Z4ZC) 7� L L P,rbo!t.4Ssa �iIz/Q,/ng COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: ■ i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg ADS NDERGROUND DETAILS 3 U) W U Z W D W � � W � J Z WUj Q � D Q Cf)w O w = O (D � Zfy Y J U) O z � � 66-1 9-002 P,rbo!t.4Ssa �iIz/Q,/ng COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: ■ i DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg ADS NDERGROUND DETAILS 3 VALLEY STIFFENING RIB LOWER JOINT % CORRUGATION / MC -4500 TECHNICAL SPECIFICATION CREST WEB UPPER JOINT CORRU(-,QTION CREST STIFFEI RIB "- FOOT a BUILD ROW IN THIS DIRECTION NTS 11 nm 100.0" (2540 mm) 48.3" +-- 52.0" (1227 mm) (1321 mm) INSTALLED NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m3) MINIMUM INSTALLED STORAGE* 162.6 CUBIC FEET (4.60 m3) WEIGHT (NOMINAL) 125.0 lbs. (56.7 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m3) MINIMUM INSTALLED STORAGE* 115.3 CUBIC FEET (3.26 m3) WEIGHT (NOMINAL) 90 lbs. (40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC45001EPP06T 6" (150 mm) 42.54" (1081 mm) --- MC45001EPP06B --- 0.86" (22 mm) MC45001EPP08T $" (200 mm) 40.50" (1029 mm) --- MC45001EPP08B --- 1.01" (26 mm) MC45001EPP10T 10" (250 mm) 38.37" (975 mm) --- MC45001EPP10B --- 1.33" (34 mm) MC45001EPP12T 12" (300 mm) 35.69" (907 mm) --- MC45001EPP12B --- 1.55" (39 mm) MC45001EPP15T 15" (375 mm) 32.72" (831 mm) -- MC45001EPP15B --- 1.70" (43 mm) MC45001EPP18T 18" (450 mm) 29.36" (746 mm) --- MC45001EPP18TW MC45001EPP186 --- 1.97" (50 mm) MC45001EPP18BW MC45001EPP24T 24" (600 mm) 23.05" (585 mm) --- MC45001EPP24TW MC45001EPP24B --- 2.26" (57 mm) MC45001EPP24BW MC45001EPP30BW 30" (750 mm) --- 2.95" (75 mm) MC45001EPP36BW 36" (900 mm) --- 3.25" (53 mm) MC45001EPP42BW 42" (1050 mm) --- 3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL QD B CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC -4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. MANIF MANIFOL uu; MC -SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. ON )HEADER )STUB Z 0 a a U LU W 0 o c a — u d H U 0 0 (0 > N J C3 CO M Z Q= 20 W � of 0 Q It J �_ 7 SHEET 7 OF 5 O C W C/) O W (D U W U) o Z U W _ z W 0 Z U o W �e U 0, U_ p (n J Q w N co LOo M a z -i c) C) };z 0 0 CU 4-0 < C:) < LU CNN= > C U) CU Z�ZC) W U = Q � D Q H O W U, a a Z 0 a a U LU W 0 o c a — u d H U 0 0 (0 > N J C3 CO M Z Q= 20 W � of 0 Q It J �_ 7 SHEET 7 OF y V L CD .� a Cj I 5 O W U b W Z W Z �e U U_ p D 5 aoQq)O -i c) C) };z U? z 0� 00 0 CU 4-0 < C:) < LU CNN= > C 0.)Z CU Z�ZC) y V L CD .� a Cj I P�tDocr xisso CAA /ng D\,I\ COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg ADS NDERGROUND DETAILS 4 22 OF 42 1"=30' C� W U Z W D W � � W � J Z W Q � D Q C/) w O w = � U)O Z Y fy J U) O z � � 66-1 9-002 P�tDocr xisso CAA /ng D\,I\ COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 09 - STORM P&P.dwg ADS NDERGROUND DETAILS 4 22 OF 42 1"=30' 4�/2" 11/2 2' A C 6" D = 0 1' e D. A �■ FL °.' ° 611 ° ° e e e CURB AND GUTTER TYPE 2 (SECTION IIB) (6 IN. BARRIER - 2 FT. GUTTER) SEE PLANS FOR WIDTH (4' MIN.) A SEE GEN. NOTES 2% MAXIMUM SLOPE e e 411 SEE PLANS FOR A TOOLED JOINT IS REQUIRED WHETHER CURB &GUTTER THE CURB AND SIDEWALK ARE POURED TYPE SEPARATELY OR MONOLITHICALLY. CONCRETE SIDEWALK Computer File Information Creation Date: 07/31/19 Designer Initials: JBK R -X Last Modification Date: 07/31/19 R -X Detailer Initials: LTA R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: Enqlish R -X 11— I6� 11/4 u FLS D C 6/ ROADWAY ° PAVEMENT o CURB TYPE 2 (SECTION B) 6 IN. BARRIER 1/211 PREFORMED JOINT MATERIAL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED IN THE SIDEWALK AT INTERVALS OF NOT MORE THAN 500 FT. 2. EXPANSION JOINTS MAY BE SEALED WHEN SPECIFIED ON THE PLANS. SIDEWALK EXPANSION JOINT 6" Sheet Revisions Date: Comments 6" -r 6" 6 B A I 1'-6" 1' o D e y D CURB TYPE 2 (SECTION M) 6 IN. MOUNTABLE "W" — VARIABLE (SEE PLANS) W/2 W/2 0 2" SLOPE I"/FT. MAX. SLOPE 1"/FT. MAX. 6 A e� 2 IN. DEPTH WHEN USED AS A CROSSPAN IN AN INTERSECTION GUTTER TYPE 2 GENERAL NOTES 1. ON ROADWAY CURVES WITH A RADIUS OF 1,900 FT. OR LESS, CURBS AND GUTTERS ARE TO BE PLACED ON THE ARC OF THE CURVE,UNLESS OTHERWISE NOTED ON THE PLANS.A MAXIMUM CHORD LENGTH OF 10 FT. MAY BE USED WHEN THE CURVE RADIUS IS GREATER THAN 1,900 FT. 2. CONCRETE SHALL BE CLASS B. 3. PROFILE GRADE OF CURBS AND GUTTERS SHALL BE LOCATED AT THE FLOW LINE. 4. CURB TYPE 4 (KEY -WAY) MAY BE USED IN LIEU OF CURB AND GUTTER TYPE 2 (SECTIONS IB AND IM) UNLESS OTHERWISE SPECIFIED ON THE PLANS. 5. GUTTER CROSS SLOPES MAY BE ADJUSTED TO FACILITATE DRAINAGE FOR PROFILE GRADES AS SHOWN ON THE PLANS. 6. THICKNESS OF CURB AND GUTTER SECTION SHALL MATCH CONCRETE PAVEMENT THICKNESS IF SHOWN ON THE PLANS. CURB AND GUTTER SHALL BE CLASS P CONCRETE IF PLACED MONOLITHICALLY WITH CONCRETE PAVEMENT. 7. INCREASE SIDEWALK THICKNESS TO 6 IN. AT LOCATIONS SHOWN ON THE PLANS. 8. MINIMUM SIDEWALK WIDTH IS 4 FT. A EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING EXISTING CONCRETE OR FIXED STRUCTURE. EXPANSION JOINT MATERIAL SHALL BE �/2 IN. THICK AND SHALL EXTEND THE FULL DEPTH OF CONTACT SURFACE. OGUTTER CROSS SLOPES SHALL BE �/2 IN./FT. WHEN DRAINING AWAY FROM CURB AND IIN./FT. WHEN DRAINING TOWARD CURB (WITH EXCEPTION TO IMMEDIATELY ADJACENT TO CURB RAMPS - SEE STANDARD PLAN M-608-1 FOR SLOPE REQUIREMENTS). WHEN TIE BARS ARE REQUIRED, THE GUTTER THICKNESS SHALL BE INCREASED TO THE PAVEMENT THICKNESS (T). BARS SHALL BE EPDXY-COATED #4 CONFORMING TO AASHTO M 284 AND SPACED AT 3 FT. INTERVALS. THEY SHALL BE INSERTED T/2 AND 1#2 LENGTH INTO THE GUTTER. LEGEND FOR RADII A =Y8" TO 1/4" B =1" C =V/2" D =11/2" TO 2" CURB AND GUTTER I � FACE OF CURB �, 1 �fGS MIN. 6" THICK OR SAME--.,/, �Y�J AS PAVEMENT DESIGN \ J W/2 GUTTER (TYPE 2) GUTTER FL W/2 GUTTER F . �— PAN LINE GRADE TO BE BUILT WHEN .I. TO BE BUILT WHEN GUTTER (TYPE 2) GUTTER (TYPE 2) IS NOT REQUIRED IS REQUIRED ®THIS AREA SHALL BE POURED MONOLITHICALLY WITH CURB AND GUTTER AND PAID FOR AS "CONCRETE PAVEMENT" ■ FLOW LINE LOCATION WILL BE ESTABLISHED BY W/2 SHOWN ON PLANS. CONSTRUCTION OF CONCRETE GUTTERS AT INTERSECTION Colorado Department of Transportation CURB GUTTERS STANDARD PLAN NO. 2829 West Howard Place > > M-609-1 CDOT HQ, 3rd Floor 7 1 Denver, CO 80204 CIO 0 Phone: 3003-757-9021 FAX: 303-757-9868 AND SIDEWALKS Standard Sheet No. 1 of 4 Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: 6" �j 11/ 6.. 6n 4" � FL 6„ A C. 6 NEW 6 e B A DIA.x 12" e PAVEMENT ° 6„e Y4” DIA.x 12" DEFORMED BARS e e e DEFORMED BARS D 11/2" DIA. HOLES 6 PRESENT CONCRETE e 611 e 11/2" DIA. HOLES (6 FT. SPACING) D PAVEMENT e ° (6 FT. SPACING) e ° %4" DIA. x 12" DEFORMED REINFORCING BARS AT 6 FT. SPACING SHALL BE GROUTED IN 11/4" DIA. HOLES IN EXISTING CONCRETE. GROUT SHALL CONSIST OF 2 PARTS CLEAN SAND AND 1PART CEMENT. COST OF INSTALLATION SHALL BE INCLUDED IN THE PRICE BID FOR CURB. CURB TYPE 4 CURB TYPE 4 (SECTION B) (SECTION M) 6 IN. BARRIER 6 IN. MOUNTABLE PB 4" ° D A 611 41/z" f Y2" ASPHALT OR` CONCRETE PAVEMENT (SECTION B) (SECTION M) CURB TYPE 4 (KEY -WAY) 8" A A 4" BITUMINOUS CURB ROADWAY T 1" t 1/4"Ji FILL SLOPE 211t41/2 t i/2 ASPHALT OR CONCRETE PAVEMENT AT SHOULDER CURB TYPE 6 (SECTION M) 4 IN. MOUNTABLE 8" 4" �. CONCRETE CURB ROADWAY 1/4,, FILL SLOPE 2"41/211 t 1/211 ASPHALT OR CONCRETE PAVEMENT AT SHOULDER NOTE: BITUMINOUS OR CONCRETE* UNLESS OTHWISE SPECIFIED ON THE PLANS. A KEY -WAY MAY BE OMITTED WHEN PLACED UNDER GUARDRAIL. LEGEND FOR RADII A =1/8 TO 1/4 u B=1" C = 11/2" D=1�/2" TO 2" CONCRETE CLASS B SHALL CONTAIN 1.5 POUNDS PER CUBIC YARD OF APPROVED POLYPROPYLENE FIBERS AND MAY HAVE A NOMINAL AGGREGATE SIZE OF % IN. / P / 6' TRANSITION WHEN THERE IS NO 4 FT. MIN. DRIVEWAY / SIDEWALK AT BACK OF CURB OR WHEN CURB & GUTTER TRANSITION (SEE PLANS) SIDEWALK IS SET BACK FROM CURB POURED JOINT /e TO / PAN LINE CURB TRANSITION WING MATERIAL / TRANSITION DRIVEWAY, SEE PLANS GRADE FLOWLINE CURB SLOPE 16 A e A 2" ° SEE GEN. 10:1 MAX• e ° °D i/e„� , e e g 12.1 NOTE A ON D D e D. D. DRIVEWAY D e Q D 11 slppF ��Q� FEET 1 6 DRIVEWAY SH ° NOTE: RECOMMENED JOINT SPACING IS EVERY 8 FOOT FLOWNE �•� / CURB TRANSITIONS, DRIVEWAY AND WING SHALL BE ALONG THE WIDTH AND LENGTH OF DRIVEWAY. LI lFiy� gyp` COQ / FLOWLINE CURB ACROSS MEASURED AND PAID FOR AS WING FOR DRIVEWAYS WIDER THAN 12 FEET, JOINTS Th WING(TYP/ DRIVEWAY AND GUTTER CONCRETE PAVEMENT ARE REQUIRED. O/C- \ � / IN THE CURB CUT SHALL R\// URg 121 S BE MEASURED AND PAID FOR AS "CURB AND GUTTER" TO BE POURED MONOLITHICALLY TRANSVERSE CONTRACTION JOINT CURB CUT FOR DRIVEWAYS SECTION A -A FOR CONCRETE PAVEMENT (DRIVEWAYS) (WITHOUT ATTACHED SIDEWALK) CONCRETE PAVEMENT (DRIVEWAYS) Computer File Information Sheet Revisions Colorado Department of Transportation CURB, GUTTERS, STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments 2829 West Howard Place Designer Initials: JBK R -X CDOT HQ, 3rd Floor M-609-1 Last Modification Date: 07/31/19 R -X ' , ? Denver, CO 80204 AND SIDEWALKS Standard Sheet No. 2 of 4 Detailer Initials: LTA Phone: 303-757-9021 FAX: 303-757-9868 R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: Enalish (—R --X) Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: QD 6' SIDEWALK WIDTH SHOWN ON PLANS CONCRETE SIDEWALK I -\, 2% A 2i 1 1 BID ITEM DRIVEWAY WIDTH SHOWN ON PLANS 6' r-► B 2% 1 4' 6' DRIVEWAY ENTRANCE SIDEWALK (TYP.) 2% � I 1 A C lz:l z% _ 12:1 % \_ DRIVEWAY CONCRETE CURB 6' TAPER (TYP.) B 61 AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 1 ��g 2M iL 6' DRIVEWAY WIDTH SHOWN ON PLANS 6' CONCRETE PAVEMENT PAY AREA 6 VARIES 60" TO 6"� 611 4„ 4" CONCRETE CONCRETE SIDEWALK crn-r`Tnni e ° PAVEMENT 4' 1 6' 6 1 1 6„6 CURB & GUTTER L— — DRIVEWAY (BY OTHERS) SECTION B -B (TYP.) IN PLANS) CRETE SIDEWALK C D DIU i i Lm DRIVEWAY WIDTH SHOWN ON PLANS Sheet Revisions AND GUTTER 6 TYPE 2 6 6' TRANSITION SHOWN ON PLANS TRANSITION D 6114 11 LLIo CURB GUTTER CONCRETE CONCRETE SIDEWALK SECTION C -C CONCRETE CONCRETE ACCESS AREAS. J DRIVEWAY ENTRANCE PEDESTRIAN CURB (TYP.) RAMP WITH 12H:1V 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR SIDE SLOPE (TYP.) J PEDESTRIAN CURE (TYP.) CURB TYPE. CONCRETE SIDEWALK SLOPE VARIES CONCRETE SIDEWALK CURB & GUTTER (WHEN SPECIFIED 4. CONSTRUCTION OF THE CONCRETE PEDESTRIAN CURB 2% 2% CO 2% 2% 1 ISOMETRIC VIEW 2% 2% 2% 2% TYPE 2 ISOMETRIC VIEW Computer File Information R -X R-X410.4Denver, SIDEWALK WIDTH Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor CO 80204 CURB, GUTTERS, AND SIDEWALKS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments SHOWN ON PLANS Designer Initials: JBK 12:1 Last Modification Date: 07/31/19 2:1 12:1 R -X R -X 12:1 Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK Standard Sheet No. 3 of 4 Detailer Initials: LTA Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English (TYP.) IN PLANS) CRETE SIDEWALK C D CONCRETE CURB-] Sheet Revisions AND GUTTER ram CONCRETE DRIVEWAY ENTRANCE TYPE 2 CONCRETE PAVEMENT PAY AREA 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION CONCRETE PEDESTRIAN 6" 6" 4„ 611CURB (TYP.) 611 6114 11 LLIo CURB GUTTER CONCRETE CONCRETE SIDEWALK SECTION C -C PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 611 6.1 CURB & GUTTER — — VARIES ` 21 DRIVEWAY (BY OTHERS) A DIU i i uw Sheet Revisions NOTES DRIVEWAY / (BY OTHERS) -X,, STANDARD PLAN NO. DRIVEWAY (BY OTHERS) 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, M-609-1 CONCRETE & �jz CONCRETE JUNCTION BOXES, AND OTHER OBSTRUCTIONS SHOULD LLIo CURB GUTTER Detailer Initials: LTA CURB & GUTTER NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CONCRETE ACCESS AREAS. J DRIVEWAY ENTRANCE PEDESTRIAN CURB (TYP.) RAMP WITH 12H:1V 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR SIDE SLOPE (TYP.) J O� SLOPE (TYP.) CURB TYPE. CONCRETE SIDEWALK CURB & GUTTER CONCRETE SIDEWALK CURB & GUTTER 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. 4. CONSTRUCTION OF THE CONCRETE PEDESTRIAN CURB 2% 2% SHALL BE INCLUDED IN THE BID PRICE OF THE TYPE 1 ISOMETRIC VIEW 2% CONCRETE PAVEMENT. TYPE 2 ISOMETRIC VIEW Computer File Information R -X R-X410.4Denver, Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor CO 80204 CURB, GUTTERS, AND SIDEWALKS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-609-1 Designer Initials: JBK 12:1 Last Modification Date: 07/31/19 12:1 R -X R -X Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK Standard Sheet No. 3 of 4 Detailer Initials: LTA Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English A B CONCRETE CURB-] AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 NOTES 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, JUNCTION BOXES,AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP P) ACCESS AREAS. 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CRETE SIDEWALK CURB TYPE. 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. A CONCRETE PAVEMENT PAY AREA 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION 411 611 411 611 611 CONCRETE CONCRETE SIDEWALK SECTION A -A PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 611 VARIES CURB & GUTTER — — ` 6.. 2� DRIVEWAY (BY OTHERS) DRIB WIN( CONCRETE SIDEWALK CONCRETE CURB & GUTTER I:1V TYPE 3 ISOMETRIC VIEW Computer File Information DIU i i uw Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, 8Q2 Phone: 300 3-757-9090 21 FAX: 303-757-9868 Project Development Branch JBK DRIVEWAY WIDTH SHOWN ON PLANS STANDARD PLAN NO. Creation Date: 07/31/19 6' M-609-1 61 �jz Last Modification Date: 07/31/19R LLIo B Detailer Initials: LTA 0 Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English co J Y J O� SLOPE VARIES O X/VSAIRIES WINGE1(T BB -1 9-002 COI 2% 2% 2% 2% 2% SIDEWALK WIDTH SHOWN ON PLANS 12:1 12:1 B CONCRETE CURB-] AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 NOTES 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, JUNCTION BOXES,AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP P) ACCESS AREAS. 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CRETE SIDEWALK CURB TYPE. 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. A CONCRETE PAVEMENT PAY AREA 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION 411 611 411 611 611 CONCRETE CONCRETE SIDEWALK SECTION A -A PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 611 VARIES CURB & GUTTER — — ` 6.. 2� DRIVEWAY (BY OTHERS) DRIB WIN( CONCRETE SIDEWALK CONCRETE CURB & GUTTER I:1V TYPE 3 ISOMETRIC VIEW Computer File Information R -X -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, 8Q2 Phone: 300 3-757-9090 21 FAX: 303-757-9868 Project Development Branch JBK CURB, GUTTERS, AND SIDEWALKS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-609-1 Designer Initials: JBK �jz Last Modification Date: 07/31/19R LLIo Standard Sheet No. 4 of 4 Detailer Initials: LTA 0 Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English co LLI z LLlU z O U LLO J D LU 0 U U z Q LU CO a0°00 };z�zQ 00 � = 0 = Q Eaji L) z z Of < 1n W F w J m Q Q OLL LL W > O Q Ld ��0z M JzLu (nv0 WED0ED<Q "s WZLu z�=zo Z a- Lu Lu 0 Lu ErwL�}O LL_� Lu www W wok- »Of Lu Z w= a 0� 0 (A�z=LSU O (a7zm(n00 zL C7 wQj CURB & GUTTI MEASUREMENT: SY (PATCHING) PAYMENT: HMA ( ) INCLUDES EXCAVATION TO SUBGRADE, TACK COAT, GEOTEXTILE, NEW HMA, AND COMPACTION. MEASUREMENT: SY (FULL DEPTH RECONSTRUCTION) PAYMENT: HMA (") INCLUDES TACK COAT, NEW HMA AND COMPACTION. EXISTING/ PROPOSED PAVEMENT GRADE A HMA (GRADE SX, PG 64-22) B HMA (GRADE S, PG 64-22) C GEOTEXTILE MATERIAL WHEN DIRECTED BY ENGINEER. 6" STABILIZATION MATERIAL (CLASS 6) \j/\j/\j/\j/\j/\j/\j/\j WHEN DIRECTED BY ENGINEER FOR \ice\ice\��\��\ice\ice\ice\ice\ice\ice\��\ice\ice\\i SUBGRADE STABILIZATION NOTE 1: IF PATCHING, AREA TO BE PATCHED SHALL BE SAWCUT TO THE FULL DEPTH OR CUT BY A METHOD APPROVED BY THE ENGINEER WHICH LEAVES A VERTICAL FACE ON THE EXISTING PAVEMENT AND NO DEFORMATION OF THE SURFACE AT THE CUT. APPLY TACK COAT TO CUT FACE. NOTE 2: FOR FULL DEPTH RECONSTRUCTION, ASPHALT THICKNESS SHOWN AS FULL DEPTH. STABILIZATION MATERIAL MAY BE SUBSTITUTED FOR 1" OF ASPHALT AT THE DISCRETION OF THE ENGINEER. NOTE 3: SUBGRADE COMPACTED TO MINIMUM DENSITY SOIL CLASSIFICATION, CDOT SECTION 203.07 NOTE 4: IF STREET IS TO BE MILLED, ASPHALT SHALL BE SOIL CLASSIFICATION, CDOT SECTION 203.07 HMA A B C 6" 2" 4" NA 9" 2" 3" 4" 4" NA 4" NA 8" NA 4" 4" TYPICAL ASPHALT DETAIL HOT MIX ASPHALT 41 City Of DETAIL S -E01 HMA CODE � Wh6at1RJ._dge HOT MIX ASPHALT DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 1 6� CURB FACE MAY BE ORIENTED PERPENDICULAR TO BACK OF CURB OR ORIENTED IN THE DIRECTION OF THE CROSSING AS SHOWN. ( CURB & GUTTER PARALLEL RAMP W (TYPICAL) Computer File Information CURB RAMP LANDING AREA RAMP WIDTH - PROVIDE A RAMP WIDTH EQUAL TO THE ADJOINING SIDEWALK, PROVIDE 4 FT. WIDTH MINIMUM. RAMPS SERVICING VARIES VARIES FL 2' MIN. SHARED USE PATHS SHALL MATCH THE WIDTH OF THE PATH. SIDEWALK GRADE BREAK DETECTABLE 611 TO 811 4" TYP, WARNING SURFACE TOP OF 8.37 MAX. 2% PREF. PAVEMENT J 5% MAX. MAX. CURB RAMP 6 Denver, CO 80204 2 GRADE BREAK GRADE BREAK SECTION r, -r, GRADE BREAK PARALLEL RAMP (SIDEWALK ENDS) CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' 6" 17, 21 5'MIN. 11' THRU LANE SIDEWALK *')0/- „ 1 /4"/FT 2 /o TYP. FT �— 1 AX SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22)–/ HOT MIX ASPHALT AS SPECIFIED ON DRAWING BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT7 TO SCA E RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG *1 % MIN. - 4% MAX. 41 V11 - City Of S -A01 LOC.RESID.VCG DETAIL Wh6atf),,�O�dge CODE LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING S ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 LANDING AREA RUNNING SLOPE 2% PREF., 5% MAX.. MATCH RAMP CROSS SLOPE. CURB & GUTTER' SEE DETECTABLE WARNING SURFACE SHEETS FOR PLACEMENT DETAILS CURB & GU - C PARALLEL RAMP (DIRECTIONAL - CROSSING IN ONE DIRECTION ONLY) SIDEWALK TO SHOULDER TRANSITION © TURNING SPACE DIMENSIONS - PROVIDE A TURNING SPACE AT THE BOTTOM OF PARALLEL RAMPS WITH A WIDTH EQUAL TO THE SIDEWALK WIDTH OF THE CURB RAMP. PROVIDE 4 FT. MINIMUM, MEASURED IN THE DIRECTION OF THE RAMP RUN. IF THE TURNING SPACE TURNING SPACE IS CONSTRAINED ON TWO SIDES, PROVIDE 5 FT. MEASURED IN THE DIRECTION OF PEDESTRIAN STREET CROSSING. THE TURNING CONCRETE 4'MIN. FL SPACE MAY CONTAIN THE DETECTABLE WARNING SURFACE. PEDESTRIAN CURB 4 5 6 2 MIN. 6" TO 8" TURNING SPACE O O O O7 RAMP ALIGNMENT -RAMPS SHALL BE ALIGNED SO THE TURNING SPACE IS FULLY CONTAINED WITHIN THE CROSSWALK OR STREET DETECTABLE CROSSING THEY SERVE. PROVIDE ONE RAMP FOR EACH STREET CROSSING DIRECTION. IN ALTERATIONS, WHERE EXISTING PHYSICAL WARNING TOP OF CONSTRAINTS PREVENT PROVIDING ONE CURB RAMP FOR EACH CROSSING DIRECTION, A SINGLE DIAGONAL CURB RAMP (ON THE APEX SURFACE 5% PAVEMENT DETECTABLE WARNING SURFACE OF A CORNER) SHALL BE PERMITTED TO SERVE BOTH PEDESTRIAN STREET CROSSINGS. DIAGONAL RAMPS ARE NOT ACCEPTABLE IN \ \ 27 MAX. M` X• (DWS) NEW CONSTRUCTION, OR FULL -DEPTH RECONSTRUCTION. RAMP LENGTH - PARALLEL RAMP LENGTH IS DEPENDENT UPON THE RAMP SLOPE AND THE CHANGE OF ELEVATION FROM THE TURNING 4" 6" 6" SPACE TO THE SIDEWALK. WHERE TERRAIN IS SLOPING A RAMP IS NOT REQUIRED TO CHASE GRADE MORE THAN 15 FT. REGARDLESS OF THE RESULTING RAMP SLOPE. SECTION A -A TYPE 2 PARALLEL CURB RAMPS O GUTTER COUNTER SLOPE - 5.07 MAX. Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments 2829 West Howard Place CURB RAMPS Designer Initials: JBK R -X A cll� CDOT HQ 3rd Floor M-600-1 g Lost Modification Date: 07/31/19R -X Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 Standard Sheet No. 4 of 10 Detailer Initials: LTA R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: F_1 lD 3" MIN. CURB HEIGHT TYPE 2 RAMPS SMALL RADIUS (3" REDUCED CURB) ALL GRADE BREAKS PERPEl' TO PATH OF PEDESTRIAN 1 8" Min. Low Permeable Soil Unit Drainage Fill (3/4" Crushed Rock or Stone) 7 Approximate Limits of Excavation 4" Perforated PVC Drainage Tile Wrapped in Filter Fabric (If Required) loll i✓Ili✓111M Allan Block Cap Unit Allan Block Unit 1/2" x 5 1/4" Fiberglass Pins 1 1/4" 8" Finished Grade C 24" Unreinforced Concrete Leveling Pad A 3'-0" and Less Retaining Walls CROSSWALK BAR OR (TYPICAL) PEDESTRIAN CURB :TION ALL GRADE BREAKS PERPENDICULAR TO PATH OF PEDESTRIAN TRAVEL TYPE 2 RAMP (DIAGONAL) NOT ALLOWABLE IN NEW CONSTRUCTION/FULL-DEPTH RECONSTRUCTION SEE NOTE GENERAL NOTE 4 LANDING AREA RUNNING SLOPE 2% PREF., 5% MAX.. MATCH RAMP CROSS SLOPE. TYPE 2 RAMP SMALL RADIUS (CROSSING IN ONE DIRECTION) NOTE W W W W CURB FACE MAY BE ORIENTED PLACEMENTS SHOWN ARE TYPICAL CONFIGURATIONS ONLY PERPENDICULAR TO BACK OF CURB AND NOT INDICATIVE OF ALL OPTIONS. OTHER RAMP W W W W W OR IN THE DIRECTION OF THE CONFIGURATIONS MAY BE ACCEPTABLE AS LONG AS W W W W THEY CONFORM TO THE CRITERIA IN THESE STANDARDS, W W W W W CROSSING AS SHOWN. AND ARE APPROVED BY THE ENGINEER. 5' MIN. W PEDESTRIAN CURB 4. W %L' %L' W W ALL GRADE BREAKS PERPENDICULAR 4. WTO PATH OF PEDESTRIAN TRAVEL 41 41 41 ALL GRADE BREAKS PERPENDICULAR Ilk 4. W W W W W W W TO PATH OF PEDESTRIAN TRAVEL IV IV IV IV IV W W IV IV IV � %P %L' TURNING SPACE (SEE NOTE 4, 5, 6 -SHEET 4) TYPE 2 RAMP LARGE RADIUS (CROSSING IN ONE DIRECTION) TYPE 2 RAMPS LARGE RADIUS TYPE 2 CURB RAMPS TYPICAL CONFIGURATIONS DETECTABLE WARNING SURFACE (DWS) SEE DWS SHEETS FOR PLACEMENT DETAILS E� RAMP RUNNING SLOPE RAMP CROSS SLOPE W PARALLEL RAMP NOTES Computer File Information Sheet Revisions O1 RAMP WIDTH - PROVIDE A RAMP WIDTH EQUAL TO THE ADJOINING SIDEWALK, PROVIDE 4 FT. WIDTH MINIMUM. RAMPS SERVICING CURB RAMP 4'MIN Date: Comments SHARED USE PATHS SHALL MATCH THE WIDTH OF THE PATH. 2829 West Howard Place VARIES TURNING SPACE Designer Initials: JBK R -X CDOT HQ, 3rd Floor J Last Modification Date: 07/31/19 RAMP RUNNING SLOPE - 8.37 MAX. SIDEWALK GRADE BREAK Denver, CO 80204 2 Standard Sheet No. 5 of 10 Detailer Initials: LTA R -X 4" TYP. GRADE BREAK Phone: 303-757-9021 FAX: 303-757-9868 O3 RAMP CROSS SLOPE - 2.07 MAX. CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English 8.3% MAX. 2% TYP. ® TURNING SPACE RUNNING SLOPE - 2.0% MAX. TURNING SPACE RUNNING SLOPE IS MEASURED PERPENDICULAR TO THE BACK OF 1 Project Sheet Number: SEE NOTE 5 \,///: CURB. CURB RAMP CONCRETE O5 TURNING SPACE CROSS SLOPE - 2.07 TYPICAL, AT CROSSINGS WITHOUT YIELD OR STOP CONTROL, OR WITH A SIGNAL WHERE GRADE BREAK PEDESTRIAN CURB VEHICLES CAN PROCEED THROUGH THE INTERSECTION WITHOUT SLOWING OR STOPPING, THE CROSS SLOPE OF THE TURNING SPACE SECTION B —B MAY EQUAL THE HIGHWAY GRADE. AT MIDBLOCK PEDESTRIAN STREET CROSSINGS THE TURNING SPACE CROSS SLOPE MAY EQUAL THE HIGHWAY GRADE TURNING SPACE CROSS SLOPE IS MEASURED IN THE DIRECTION OF THE RAMP RUN © TURNING SPACE DIMENSIONS - PROVIDE A TURNING SPACE AT THE BOTTOM OF PARALLEL RAMPS WITH A WIDTH EQUAL TO THE SIDEWALK WIDTH OF THE CURB RAMP. PROVIDE 4 FT. MINIMUM, MEASURED IN THE DIRECTION OF THE RAMP RUN. IF THE TURNING SPACE TURNING SPACE IS CONSTRAINED ON TWO SIDES, PROVIDE 5 FT. MEASURED IN THE DIRECTION OF PEDESTRIAN STREET CROSSING. THE TURNING CONCRETE 4'MIN. FL SPACE MAY CONTAIN THE DETECTABLE WARNING SURFACE. PEDESTRIAN CURB 4 5 6 2 MIN. 6" TO 8" TURNING SPACE O O O O7 RAMP ALIGNMENT -RAMPS SHALL BE ALIGNED SO THE TURNING SPACE IS FULLY CONTAINED WITHIN THE CROSSWALK OR STREET DETECTABLE CROSSING THEY SERVE. PROVIDE ONE RAMP FOR EACH STREET CROSSING DIRECTION. IN ALTERATIONS, WHERE EXISTING PHYSICAL WARNING TOP OF CONSTRAINTS PREVENT PROVIDING ONE CURB RAMP FOR EACH CROSSING DIRECTION, A SINGLE DIAGONAL CURB RAMP (ON THE APEX SURFACE 5% PAVEMENT DETECTABLE WARNING SURFACE OF A CORNER) SHALL BE PERMITTED TO SERVE BOTH PEDESTRIAN STREET CROSSINGS. DIAGONAL RAMPS ARE NOT ACCEPTABLE IN \ \ 27 MAX. M` X• (DWS) NEW CONSTRUCTION, OR FULL -DEPTH RECONSTRUCTION. RAMP LENGTH - PARALLEL RAMP LENGTH IS DEPENDENT UPON THE RAMP SLOPE AND THE CHANGE OF ELEVATION FROM THE TURNING 4" 6" 6" SPACE TO THE SIDEWALK. WHERE TERRAIN IS SLOPING A RAMP IS NOT REQUIRED TO CHASE GRADE MORE THAN 15 FT. REGARDLESS OF THE RESULTING RAMP SLOPE. SECTION A -A TYPE 2 PARALLEL CURB RAMPS O GUTTER COUNTER SLOPE - 5.07 MAX. Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments 2829 West Howard Place CURB RAMPS Designer Initials: JBK R -X A cll� CDOT HQ 3rd Floor M-600-1 g Lost Modification Date: 07/31/19R -X Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 Standard Sheet No. 4 of 10 Detailer Initials: LTA R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: F_1 lD 3" MIN. CURB HEIGHT TYPE 2 RAMPS SMALL RADIUS (3" REDUCED CURB) ALL GRADE BREAKS PERPEl' TO PATH OF PEDESTRIAN 1 8" Min. Low Permeable Soil Unit Drainage Fill (3/4" Crushed Rock or Stone) 7 Approximate Limits of Excavation 4" Perforated PVC Drainage Tile Wrapped in Filter Fabric (If Required) loll i✓Ili✓111M Allan Block Cap Unit Allan Block Unit 1/2" x 5 1/4" Fiberglass Pins 1 1/4" 8" Finished Grade C 24" Unreinforced Concrete Leveling Pad A 3'-0" and Less Retaining Walls CROSSWALK BAR OR (TYPICAL) PEDESTRIAN CURB :TION ALL GRADE BREAKS PERPENDICULAR TO PATH OF PEDESTRIAN TRAVEL TYPE 2 RAMP (DIAGONAL) NOT ALLOWABLE IN NEW CONSTRUCTION/FULL-DEPTH RECONSTRUCTION SEE NOTE GENERAL NOTE 4 LANDING AREA RUNNING SLOPE 2% PREF., 5% MAX.. MATCH RAMP CROSS SLOPE. TYPE 2 RAMP SMALL RADIUS (CROSSING IN ONE DIRECTION) NOTE W W W W CURB FACE MAY BE ORIENTED PLACEMENTS SHOWN ARE TYPICAL CONFIGURATIONS ONLY PERPENDICULAR TO BACK OF CURB AND NOT INDICATIVE OF ALL OPTIONS. OTHER RAMP W W W W W OR IN THE DIRECTION OF THE CONFIGURATIONS MAY BE ACCEPTABLE AS LONG AS W W W W THEY CONFORM TO THE CRITERIA IN THESE STANDARDS, W W W W W CROSSING AS SHOWN. AND ARE APPROVED BY THE ENGINEER. 5' MIN. W PEDESTRIAN CURB 4. W %L' %L' W W ALL GRADE BREAKS PERPENDICULAR 4. WTO PATH OF PEDESTRIAN TRAVEL 41 41 41 ALL GRADE BREAKS PERPENDICULAR Ilk 4. W W W W W W W TO PATH OF PEDESTRIAN TRAVEL IV IV IV IV IV W W IV IV IV � %P %L' TURNING SPACE (SEE NOTE 4, 5, 6 -SHEET 4) TYPE 2 RAMP LARGE RADIUS (CROSSING IN ONE DIRECTION) TYPE 2 RAMPS LARGE RADIUS TYPE 2 CURB RAMPS TYPICAL CONFIGURATIONS DETECTABLE WARNING SURFACE (DWS) SEE DWS SHEETS FOR PLACEMENT DETAILS E� RAMP RUNNING SLOPE RAMP CROSS SLOPE 0-1 LIJ z U O U LL O z J LU O U U z C) LU CO Z) }; z U) �i CU 2 2 Q C: l-— rn C)24z< vi w E w J m Z) Q Q Q � °In>0 Q UJ ��oz M J z U 0 Lv mOmQQ M (zwv o��0- C, o � = ::) w�Ow�z O �w��}o LL LuLuLu D Of Lu > > w ZLu -c) cnHoz=LSU �zL Lu LL. zp 0 wQ>zo LL Z w U= 0 m d Y z0JCO~�� Qz zzLu Lu of 0 ED 0a- J ��o Lu O m�ozo':D C� W Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments Wo 2829 West Howard Place CURB RAMPS M-600-1 Designer Initials: JBK R -X CDOT HQ, 3rd Floor J Last Modification Date: 07/31/19 R -X ry - Denver, CO 80204 2 Standard Sheet No. 5 of 10 Detailer Initials: LTA R -X 9-002 Phone: 303-757-9021 FAX: 303-757-9868 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English Project Development Branch JBK IIssued by the Project Development Branch: July 31, 2019 1 Project Sheet Number: 0-1 LIJ z U O U LL O z J LU O U U z C) LU CO Z) }; z U) �i CU 2 2 Q C: l-— rn C)24z< vi w E w J m Z) Q Q Q � °In>0 Q UJ ��oz M J z U 0 Lv mOmQQ M (zwv o��0- C, o � = ::) w�Ow�z O �w��}o LL LuLuLu D Of Lu > > w ZLu -c) cnHoz=LSU �zL Lu LL. zp 0 wQ>zo LL Z w U= 0 m d Y z0JCO~�� Qz zzLu Lu of 0 ED 0a- J ��o Lu O m�ozo':D C� W Hry Lu �jz Wo 0 Hco J Y J ry - O 2 3: BB -1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 14 - DETAILS.dwg DETAILS 2 24 OF 42 1"=30' CURB RAMP GENERAL NOTES: L IN NEW CONSTRUCTION OR FULL -DEPTH RECONSTRUCTION, PROVIDE A SEPARATE CURB RAMP FOR EACH MARKED OR UNMARKED PEDESTRIAN STREET CROSSING. 20 WHERE SNOW REMOVAL EQUIPMENT WILL BE USED TO CLEAR THE PEDESTRIAN ACCESS ROUTE, CONSULT THE ENGINEER PRIOR TO CONSTRUCTION TO ENSURE CURB RAMPS SHALL BE CONTAINED WHOLLY WITHIN THE WIDTH OF THE PEDESTRIAN STREET CROSSING OR CROSSWALK THEY SERVE, OR AS SHOWN ON THE THE WIDTH AND THICKNESS OF CURB RAMPS IS SUFFICIENT TO ACCOMODATE SUCH EQUIPMENT. CONTRACT PLANS. 21 PROVIDE EXPANSION JOINT MATERIAL 1/2" THICK WHERE CURB RAMPS ADJOIN ANY RIGID PAVEMENT OR STRUCTURE. THE TOP OF THE JOINT FILLER MATERIAL L ALTERATIONS ARE DEFINED AS CHANGES TO AN EXISTING HIGHWAY THAT AFFECT PEDESTRIAN ACCESS, CIRCULATION, OR USE. ALTERATIONS INCLUDE, BUT SHALL BE FLUSH WITH ADJOINING CONCRETE SURFACES. THE EXPANSION JOINT MATERIAL SHALL EXTEND FOR THE FULL DEPTH OF THE CONCRETE SURFACE. ARE NOT LIMITED TO, RESURFACING, REHABILITATION, RECONSTRUCTION, CURB RAMP RETROFITS, HISTORIC RESTORATION, OR CHANGES OR REARRANGEMENT TO STRUCTURAL PARTS OR ELEMENTS OF A PEDESTRIAN FACILITY. PROVIDE TIE BAR REINFORCING BETWEEN INDEPEDENTLY POURED CONCRETE CURB RAMPS OR TURNING SPACES AND CURB AND GUTTER. DRILL AND GROUT N0. 4 12 INCH LONG REINFORCEMENT BARS (EPDXY COATED) AT 18 INCHES CENTER TO CENTER MINIMUM. O3 A WALKABLE SURFACE IS DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP OR TURNING SPACE, WITHOUT RAISED OBSTACLES, THAT COULD BE MISTAKENLY TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. ® IN ALTERATIONS, WHERE AN EXISTING PHYSICAL CONSTRAINT PREVENTS PROVIDING A SEPARATE CURB RAMP FOR EACH PEDESTRIAN STREET CROSSING, A CURB RAMP PAY AREAS SINGLE DIAGONAL RAMP (ON THE APEX) SHALL BE PERMITTED TO SERVE BOTH PEDESTRIAN STREET CROSSINGS. THE USE OF A SINGLE DIAGONAL RAMP SHALL BE APPROVED BY THE ENGINEER PRIOR TO CONSTRUCTION. DIAGONAL RAMPS ARE NOT ACCEPTABLE IN NEW CONSTRUCTION OR FULL -DEPTH RECONSTRUCTION. fL DETECTABLE WARNINGS SURFACES (DWS) ARE INTENDED TO INDICATE THE BOUNDARY BETWEEN A PEDESTRIAN ROUTE AND VEHICULAR ROUTE WHERE THERE IS A FLUSH RATHER THAN CURBED CONNECTION. DWS ARE NOT INTENDED TO PROVIDE WAYFINDING. DWS SHALL BE PROVIDED AT THE FOLLOWING LOCATIONS; 1. CURB RAMPS, BLENDED TRANSITIONS, AND DEPRESSED CORNERS AT PEDESTRIAN STREET CROSSINGS; 2. PEDESTRIAN REFUGE ISLANDS (6 FEET IN WIDTH OR GREATER); 3. BOARDING PLATFORMS AT TRANSIT STOPS WHERE THE EDGE OF THE PLATFORM IS NOT PROTECTED TO PEDESTRIAN CROSS TRAFFIC; AND 4. BOARDING AREAS AT SIDEWALK OR STREET LEVEL TRANSIT STOPS WHERE THE AREA IS NOT PROTECTED TO PEDESTRIAN CROSS TRAFFIC. © DETECTABLE WARNING SURFACES SHALL CONTRAST VISUALLY WITH THE ADJACENT GUTTER, HIGHWAY, OR PEDESTRIAN ACCESS ROUTE SURFACE, EITHER LIGHT -ON -DARK OR DARK -ON -LIGHT. FEDERAL YELLOW COLOR IS PREFERRED, HOWEVER, OTHER COLORS MAY BE USED IF APPROVED BY THE ENGINEER. L IN ALTERATIONS, TO AVOID CHASING GRADE INDEFINITELY ON STEEP ROADWAYS, A CURB RAMPS LENGTH IS NOT REQUIRED TO EXCEED 15 FEET REGARDLESS OF THE RESULTING RAMP RUNNING SLOPE. ® ALL SLOPES ARE MEASURED WITH RESPECT TO A LEVEL PLANE. L9 DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, OR OTHER OBSTRUCTIONS SHALL NOT BE INSTALLED ON THE CURB RAMP, OR TURNING SPACE AREAS. 10 IN NEW CONSTRUCTION, PULL BOXES, METER BOXES, MAINTENANCE HOLE COVERS, VAULT LIDS, OR SIMILAR, SHALL NOT BE CONSTRUCTED WITHIN ANY PART OF CURB RAMP OR TURNING SPACE. IN ALTERATIONS, WHERE THESE ITEMS CANNOT BE RELOCATED OUTSIDE OF THE CURB RAMP OR TURNING SPACE, THEY MUST NOT CREATE A VERTICAL DISCONTINUITY GRATER THAN 1/2 INCH. ANY VERTICAL DISCONTINUITY BETWEEN 1/4 INCH AND 1/2 INCH SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1V:2H. THE BEVEL SHALL BE APPLIED ACROSS THE ENTIRE SURFACE DISCONTINUITY. 11 CONSTRUCTION OF ANY REQUIRED PEDESTRIAN CURB SHALL BE INCLUDED IN THE BID PRICE OF THE CONCRETE CURB RAMP AND WILL NOT BE PAID FOR SEPARATELY. 12 ALL CURB RAMP JOINTS AND GRADE BREAKS SHALL BE FLUSH (0'-1/8"). THE JOINT BETWEEN THE ROADWAY SURFACE AND THE GUTTER PAN SHALL BE FLUSH. 13 THE CONTRACTOR SHALL VERIFY REMOVAL LIMITS ARE SUFFICIENT TO PROVIDE POSITIVE DRAINAGE, MAINTAIN EXISTING DRAINAGE PATTERNS, AND AVOID PONDING IN THE FINAL CONFIGURATION. 14 FLARED SIDE SLOPES MAY EXCEED 10.07 ONLY WHERE THEY ABUT A NON -WALKABLE SURFACE, OR WHERE THE ADJACENT RAMP SURFACE IS BLOCKED TO PEDESTRIAN TRAFFIC. 15 THE CHANGE IN GRADE AT THE BOTTOM OF THE CURB RAMP SHALL NOT EXCEED AN ALGEBRAIC DIFFERENCE OF 13.337. THE COUNTER SLOPE OF THE GUTTER AT THE FOOT OF A RAMP, TURNING SPACE, OR BLENDED TRANSITION SHALL NOT EXCEED 5.0%. 16 GRADE BREAKS AT THE TOP AND BOTTOM OF RAMP RUNS SHALL BE PERPENDICULAR TO THE DIRECTION OF THE RAMP RUN. GRADE BREAKS SHALL NOT BE PERMITTED ON THE SURFACE OF THE RAMP RUN OR TURNING SPACE. SURFACE SLOPES THAT MEET AT GRADE BREAKS SHALL BE FLUSH. 17 A BROOM FINISH, WITH SWEEPS PERPENDICULAR TO THE DIRECTION OF PEDESTRIAN TRAFFIC, SHALL BE APPLIED TO ALL RAMP AND TURNING SPACE SURFACES. 18 IN ALTERATIONS, WHERE A RAMP OR TURNING SPACE MUST TIE INTO AN EXISTING GRADE THAT CANNOT BE ALTERED, THE RAMP OR TURNING SPACE MAY BE WARPED TO TRANSITION TO THE REQUIRED CROSS SLOPE. THE TRANSITION TO THE REQUIRED CROSS SLOPE SHALL BE SPREAD EVENLY OVER THE LENGTH OF THE RAMP OR TURNING SPACE TO MINIMIZE THE DEGREE OF WARPING. THE RATE OF CHANGE ON A RAMP OR TURNING SPACE SHALL NOT EXCEED 3% PER LINEAR FOOT. 19 DESIGN AND CONSTRUCT CURB RAMPS, TURNING SPACES, AND FLARE SLOPES WITH THE FLATTEST SLOPES POSSIBLE. THE SLOPES INDICATED IN THESE DETAILS SHOW THE MAXIMUM SLOPES ALLOWABLE. PREFERRED VALUES TO BE USED DURING DESIGN, LAYOUT, AND CONSTRUCTION ARE: - RAMP RUNNING SLOPE 7.5% - RAMP CROSS SLOPE 1.5% - TURNING SPACE RUNNING SLOPE 1.5% - TURNING SPACE CROSS SLOPE 1.5% - FLARE SLOPE 8.0-9.0% GENERAL NOTES & PAY AREAS Computer File Information R -X R -X R -X R -X TYPE 1 TYPE 2 - TWO RAMPS TYPE 2 - ONE RAMP STANDARD PLAN NO. BLENDED TRANSITION DEPRESSED CORNER W W W W •Y W TYPE 2 - DIRECTIONAL W W W W W W PERCENT SLOPE 1.0% 2.0% 5.0% 7.1% 8.3% 10.0% Last Modification Date: 07/31/19 EQUIVALENT RUN/RISE 100:1 50:1 20:1 14:1 12:1 10:1 Standard Sheet No. 1 of 10 SLOPE TABLE COMBINATION Issued by the Project Development Branch: July 31, 2019 - FLARE SLOPE 8.0-9.0% GENERAL NOTES & PAY AREAS Computer File Information R -X R -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, CO 80204 ica 0 Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK CURB RAMPS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-608-1 Designer Initials: JBK 7 Last Modification Date: 07/31/19 Date: Comments Standard Sheet No. 1 of 10 Detailer Initials: LTA TRUNCATED DOME PLATE Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English CURB RAMP TYPES DWS SPANS WIDTH OF CURB RAMP (WITHIN 2" OF EACH EDGE) FLARED SIDE TRUNCATED DOME PLATE FLARED SIDE OR OR RETURN CURB SET INTO WET CONCRETE RETURN CURB DOME (TYP.) fill 611 SECTION VIEW OF DETECTABLE WARNING SURFACE PLATE (LOOKING AT PERPENDICULAR RAMP RUN FROM STREET) FL RAMP GUTTER TURNING SPACE CONCRETE 611 TO 8" PEDESTRIAN CURB 2' MIN. Sheet Revisions - ----- --D ---o -- CURB RAMPS ° D 7 611 Date: Comments 611 411 611 RAMP 2829 West Howard Place CDOT HQ 3rd Floor TRUNCATED DOME PLATE M-600-1 SECTION VIEW FOR PARALLEL R -X CURB RAMP TYPES Lost Modification Date: 07/31/19 (LOOKING PERPENDICULAR TO TURNING SPACE) CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English CURB Denver, CO 80204 FL DETECTABLE WARNING Standard Sheet No. 10 of 10 GUTTER SURFACE AREA CURB RAMP FLARED SIDE 611 CURB OR RETURN CURB � — _ _ _ _ TRANSITION - - — - — - — - � DOME ° 411 A e CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English 611 u p TRUNCATED DOME PLATES) 61 TO 8" SECTION VIEW FOR PERPENDICULAR CURB RAMP TYPES Project Sheet Number: (LOOKING PERPENDICULAR TO RAMP RUN) THE TOP DIAMETER OF THE TRUNCATED DOMES SHALL BE 50% TO 65% OF THE BASE DIAMETER 0.211 0.9" TO 1.4" ►� ELEVATION VIEW OF SINGLE TRUNCATED DOME 0.040" (TYP.), 0.90" (TYP.) 0.20" NON-SKID SURFACE PLATE THICKNESS VARIES ELEVATION VIEW OF TRUNCATED DOME DWS SPANS WIDTH 2" M AX. OF CURB RAMP 2" MAX. (WITHIN 2" OF EACH °EDGE) ° 000®®®®®®®®®®®® EDGE OF RAMP OR PATH e 0 0 0 0 0 0 me 0 0 0 0 0 0 2' MIN. 0 0 0 e 0 0 0 0 0®®®®® 0 0 ®®®0 0 ®®0 0 ®®® 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6" TO 2.4" 00 0 0 0 0 0 0 0 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 0 0 0$ 0 0 6" TO 811 (TYP.) 1 6o o o 0 FROM CURB FLOW LINE (TYP.) 1.611 TO 2.4" TRUNCATED DOME PLATES) FLOWLINE _ DETECTABLE WARNING SURFACE DETAILS SURFACE PLATE FL BA( 21 MIN. WIDTH OF CURB RAMP FLOWLINE DWS LEADING EDGE BACK OF CURB TYPE 1 CURB RAMP (PERPENDICULAR ON TANGENT) 2' MIN. WIDTH OF CURB RAMP DWS LEADING EDGE - BOTTOM OF RAMP GRADE BREAK FLOWLINE BACK OF CURB DETECTABLE WARNING SURFACE NOTES: TYPE 1 CURB RAMP L DETECTABLE WARNING SURFACES (DWS) SHALL BE INSTALLED AT SIDEWALK, OR SHARED USE PATH, TO STREET TRANSITIONS, 5'OR LESS (DIRECTIONAL ON RADIUS) AND SHALL CONSIST OF TRUNCATED DOME SURFACES ANY TRUNCATED DOME PANELS OR PAVERS WHICH ARE USED FLOWLINE BACK OF C DWS EDGE OF PAVEMENT LAN TYPE 1 CURB RAMP (PERPENDICULAR ON RADIUS) O > 5' FLOWLINE BACK OF CURB DWS LEADING 0 ® EDGE LINE \ WIDTH OF SHARED DWS LEADING USE PATH 2' MAX. EDGE SHARED USE PATH SHARED USE PATH CROSSING _ BOTTOM OF RAMP GRADE BREAK SHARED USE PATH / SIDEWALK TYPE 2 - DIRECTIONAL RAMP MUST BE ON THE COOT APPROVED PRODUCTS LIST (APL). 20 THE DETECTABLE WARNING SURFACE SHALL SPAN THE FULL WIDTH OF THE CURB RAMP,SHARED USE PATH,OR OTHER ROADWAY ENTRANCE AS APPLICABLE.A GAP OF 2 INCHES FROM THE EDGE OF THE DETECTABLE WARNING SURFACE TO THE EDGE OF THE CURB RAMP OR SHARED USE PATH IS PERMITTED. BOTTOM OF RAMP 30 WHEN DETECTABLE WARNING SURFACES ARE PLACED ON A SLOPE GREATER THAN 5.07, TRUNCATED DOMES SHOULD BE GRADE BREAK ALIGNED IN THE DIRECTION OF THE RAMP RUN; OTHERWISE DOMES ARE NOT REQUIRED TO BE ALIGNED. TRUNCATED DOMES SHALL BE IN A SQUARE GRID OR RADIAL PATTERN. WHEN PLACED RADIALLY, PLACE ADJACENT DWS PLATES EDGE TO EDGE. EDGES OF CUT PLATES SHALL BE STRAIGHT. ® LOCATE ONE CORNER OF THE DWS LEADING EDGE AT THE BACK OF CURB. NO POINT ON THE LEADING EDGE OF THESIDEWALK DWS MAY BE MORE THAN 5 FT. FROM THE BACK OF CURB. WHEN ANY POINT OF THE LEADING EDGE OF THE DWS 41 MIN. WILL BE GREATER THAN 5 FT. FROM THE BACK OF CURB, PLACE THE DWS RADIALLY AT THE BACK OF CURB. 2' MIN. 50 WHERE PERPENDICULAR DIRECTIONAL RAMPS ABUT A WALKABLE SURFACE, THE LEADING EDGE OF THE DWS SHALL NOT ® DWS LEADING EDGE BE PLACED FURTHER THAN 2 FEET FROM THE BACK OF CURB. IF THE RADIUS OF A CORNER MAKES THIS IMPOSSIBLE, ORIENT THE CURB RAMP PERPENDICULAR TO THE CURB AND GUTTER. FLOWLINE © IF THE DETECTABLE WARNING SURFACE IS CUT, GRIND OFF THE REMAINING PORTION OF ANY CUT TRUNCATED DOMES. BACK OF CURB SEAL ALL CUT PANEL EDGES WITH AN APL SEALANT TO PREVENT WATER DAMAGE. RAMP' � TYPE 2 -DIRECTIONAL RAMP DWS LEADING EDGE TYPE 2 CURB RAMP L7 TRUNCATED DOME PLATES SHALL BE EMBEDED IN THE CONCRETE CURB RAMP WHILE THE CONCRETE IS PLASTIC. ® DWS SHALL NOT BE PLACED OVER GRADE BREAKS. DETECTABLE WARNING SURFACE PLACEMENT DETECTABLE WARNING SURFACE (DWS) Computer File Information Sheet Revisions Sheet Revisions Colorado Department of Transportation CURB RAMPS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments Date: Comments Designer Initials: JBK 2829 West Howard Place CDOT HQ 3rd Floor CURB RAMPS M-600-1 Designer Initials: JBK R -X CLEARS THE STEP Lost Modification Date: 07/31/19 R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English C 4y. 24" OPENINGAND Denver, CO 80204 ALIGN STEPS ABOVE Standard Sheet No. 10 of 10 Detailer Initials: LTA R -X ay � Phone: 303-757-9021 FAX: 303-757-9868 3 A e CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X q Project Development Branch JBK Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: FL BA( 21 MIN. WIDTH OF CURB RAMP FLOWLINE DWS LEADING EDGE BACK OF CURB TYPE 1 CURB RAMP (PERPENDICULAR ON TANGENT) 2' MIN. WIDTH OF CURB RAMP DWS LEADING EDGE - BOTTOM OF RAMP GRADE BREAK FLOWLINE BACK OF CURB DETECTABLE WARNING SURFACE NOTES: TYPE 1 CURB RAMP L DETECTABLE WARNING SURFACES (DWS) SHALL BE INSTALLED AT SIDEWALK, OR SHARED USE PATH, TO STREET TRANSITIONS, 5'OR LESS (DIRECTIONAL ON RADIUS) AND SHALL CONSIST OF TRUNCATED DOME SURFACES ANY TRUNCATED DOME PANELS OR PAVERS WHICH ARE USED FLOWLINE BACK OF C DWS EDGE OF PAVEMENT LAN TYPE 1 CURB RAMP (PERPENDICULAR ON RADIUS) O > 5' FLOWLINE BACK OF CURB DWS LEADING 0 ® EDGE LINE \ WIDTH OF SHARED DWS LEADING USE PATH 2' MAX. EDGE SHARED USE PATH SHARED USE PATH CROSSING _ BOTTOM OF RAMP GRADE BREAK SHARED USE PATH / SIDEWALK TYPE 2 - DIRECTIONAL RAMP MUST BE ON THE COOT APPROVED PRODUCTS LIST (APL). 20 THE DETECTABLE WARNING SURFACE SHALL SPAN THE FULL WIDTH OF THE CURB RAMP,SHARED USE PATH,OR OTHER ROADWAY ENTRANCE AS APPLICABLE.A GAP OF 2 INCHES FROM THE EDGE OF THE DETECTABLE WARNING SURFACE TO THE EDGE OF THE CURB RAMP OR SHARED USE PATH IS PERMITTED. BOTTOM OF RAMP 30 WHEN DETECTABLE WARNING SURFACES ARE PLACED ON A SLOPE GREATER THAN 5.07, TRUNCATED DOMES SHOULD BE GRADE BREAK ALIGNED IN THE DIRECTION OF THE RAMP RUN; OTHERWISE DOMES ARE NOT REQUIRED TO BE ALIGNED. TRUNCATED DOMES SHALL BE IN A SQUARE GRID OR RADIAL PATTERN. WHEN PLACED RADIALLY, PLACE ADJACENT DWS PLATES EDGE TO EDGE. EDGES OF CUT PLATES SHALL BE STRAIGHT. ® LOCATE ONE CORNER OF THE DWS LEADING EDGE AT THE BACK OF CURB. NO POINT ON THE LEADING EDGE OF THESIDEWALK DWS MAY BE MORE THAN 5 FT. FROM THE BACK OF CURB. WHEN ANY POINT OF THE LEADING EDGE OF THE DWS 41 MIN. WILL BE GREATER THAN 5 FT. FROM THE BACK OF CURB, PLACE THE DWS RADIALLY AT THE BACK OF CURB. 2' MIN. 50 WHERE PERPENDICULAR DIRECTIONAL RAMPS ABUT A WALKABLE SURFACE, THE LEADING EDGE OF THE DWS SHALL NOT ® DWS LEADING EDGE BE PLACED FURTHER THAN 2 FEET FROM THE BACK OF CURB. IF THE RADIUS OF A CORNER MAKES THIS IMPOSSIBLE, ORIENT THE CURB RAMP PERPENDICULAR TO THE CURB AND GUTTER. FLOWLINE © IF THE DETECTABLE WARNING SURFACE IS CUT, GRIND OFF THE REMAINING PORTION OF ANY CUT TRUNCATED DOMES. BACK OF CURB SEAL ALL CUT PANEL EDGES WITH AN APL SEALANT TO PREVENT WATER DAMAGE. RAMP' � TYPE 2 -DIRECTIONAL RAMP DWS LEADING EDGE TYPE 2 CURB RAMP L7 TRUNCATED DOME PLATES SHALL BE EMBEDED IN THE CONCRETE CURB RAMP WHILE THE CONCRETE IS PLASTIC. ® DWS SHALL NOT BE PLACED OVER GRADE BREAKS. DETECTABLE WARNING SURFACE PLACEMENT DETECTABLE WARNING SURFACE (DWS) Computer File Information R -X R -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK CURB RAMPS STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-608-1 O Designer Initials: JBK q Last Modification Date: 07/31/19 IT ADEQUATELY Standard Sheet No. 9 of 10 Detailer Initials: LTA CLEARS THE STEP Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English C 4y. 24" OPENINGAND 24aa N aQ 00 < N — — v4 NEENAH R1706 SELF—SEALING, OR BETTER, RING & COVER. CEMENT MORTAR FILLET. MIN OF 2, MAX OF 4 COURSES OF BRICK OR EQUIV. PRECAST CONIC. RING. PRECAST CONCRETE ECCENTRIC CONE SECTION CONFORMING TO A.S.T.M. d, C-478 (TYP-) �.8 '�STEEL REINFORCING l�v , �� PER A,S.T.M. C-478 d 4 EACH PRECAST SECTION TO BE SET IN FULL BED OF PORTLAND CEMENT MORTAR d OR FLEXIBLE PLASTIC JOINT SEALING COMPOUND. n 6—INCH WIDE METALLIC a 4DETECTION TAPE d CONTINUOUS FOR FULL �, .. LENGTH OF ALL SEWER CEMENTd a PIPE. �9 4'-0" 0R MORTAR FILLET 5'-0$$ POURED IN PLACE CONCRETE BASE. TO BE POURED AT LEAST AS { HIGH AS TDP OF HIGHEST PIPE. 1. z 00 ° 4e 6 MIN. A SECTION STANDARD „MANHOLE DETAILS NO SCALE S. \CAD Stjf?\Blocks\AII District Details\D21 Standard Manhole.dwg 11/23/2010 I0: 19� 52 AM MST V 21 0-1 LJJ z LJJU O Q U_ LL O z J D LU D U U z p w Z)m °00 }; z LO C'7 CID= 0 = Q E � G) > UZ�ZQ N w F w J J m of Q Q OLL U) >LL O Qof W ��Oz M J z� U 0 W m0EDQQ M U) Z Lu o3�zo z � O O Lu = D Li 0 ui O ofw��}0 wF- 0 O J 0 Q-' Q-' 0 Li w Lu > > w Z w=D-0�0 w z = E -L U z0 �- jz�0 Z wC) 0ma Y z o 10 0- Q zrzow w of 0 H ED JQ 0 of ob of w � O m�oz�� C� W - d a d Luz q GRATE ON HINGES. PLACE SUCH THAT q IT ADEQUATELY q d CLEARS THE STEP q. t q a ABOVE. C 4y. 24" OPENINGAND -... '. C. ALIGN STEPS ABOVE Lee I - e BELOW ay � PLATFORM OPENING 3 A e ` AS SHOWN, q Q FIB° 4' 4. ALUMENUMAGR �R TING e a e 3/16" X 1 1/4 BEARING BARS. C. SERRATED GRATING ' a OPTIONAL. ° q e. 4 4 4 t e a ° G 1516" —T PRECAST RING SPACING ALIGN STEPS ABOVE AND BELOW PLATFORM 4" OPENING AS SHOWN. S rACING 41 i q � d a 4 e °CAHINGE ° a 4 °c d SET IN FULL BED ° 4 - OF BITUMINOUS Ila a a MASTIC (RAMNEK) - -OR . PLASTIC 4 Q a•: 6 SEALING a COMPOUND. 4 4a STANDARD PRECAST ryy 4 G° FLAT TOP WITH 24'" ° OPENING _J 4 V d 4 V MANHOLE PLATFORM DETAILS NO SCALE 5: \CAO St ,ff\Blocks\Ail District ❑etails\,D27 Manhole Piotforrn.dwg 11/23/2010 10:33:2t3 AM MST 0-1 LJJ z LJJU O Q U_ LL O z J D LU D U U z p w Z)m °00 }; z LO C'7 CID= 0 = Q E � G) > UZ�ZQ N w F w J J m of Q Q OLL U) >LL O Qof W ��Oz M J z� U 0 W m0EDQQ M U) Z Lu o3�zo z � O O Lu = D Li 0 ui O ofw��}0 wF- 0 O J 0 Q-' Q-' 0 Li w Lu > > w Z w=D-0�0 w z = E -L U z0 �- jz�0 Z wC) 0ma Y z o 10 0- Q zrzow w of 0 H ED JQ 0 of ob of w � O m�oz�� C� W H Luz �j< Wo 0 H� J Y J � - O 2 � BB -19-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 14 - DETAILS.dwg DETAILS 3 OF 42 1"=30' rm Im -g igai go7q I MEN Nil 1 54 311 5-402 @ 12'' 4-1101 9-401 SPACE EVENLY (TYP.) 3-502 16" + W + I.D./2 (UNIFORM SPACING TO AASHTO M 198 zo o L� OR TO WITHIN 3" OF ow�BETWEEN STEPS) ° (TYP.) J � _ 11_011 TOP SLAB PLAN CYLINDRICAL OPENING 511 it v SLAB o H X5-402 @ 12" Q 2-501 IN TOP SLAB (TYP.) - - - - - - - - -5'-0" - PIPE 3- 502 x 0 @ 8 11 W 11 D N - -- --- - 503 12 (TYP.) CLASS B CONCRETE 503 24" DIA. MANHOLE + L-JUl 114 1 Ur JLM FINAL RING AND COVER @ 12 5411 GRADE 6611 3-1103 x 5'-0" 84 .9611 I.D. Standard Sheet No. 1 of 3 503 @ 12' i •y- ,NS1DE;';g3'M1'r o Project Sheet Number: t: CAD Ver.: V8 Scale: Not to Scale Units: English CLASS B 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r CONCRETE @ 311 18 iE 18 18 OR GROUT 911 21-011 911 . , ECCENTRIC CONE J H 0.668 (TYP.) 8'-1" (1'-2" MIN.) o 9'-10" 11'-0" 12'-2" ° 1-6 + FLEXIBLE CD � 4-1102 x 2'-8" LONG 97.2 16" MAX. 48" MIN. 118.2 JOINT SEAL Q z o g (PLACE DIAGONALLY =+6 MIN. uo SHALL CONFORM Of -' � AROUND OPENING) rm Im -g igai go7q I MEN Nil 1 54 311 5-402 @ 12'' 4-1101 9-401 SPACE EVENLY (TYP.) 3-502 16" + W + I.D./2 (UNIFORM SPACING TO AASHTO M 198 zo o L� OR TO WITHIN 3" OF ow�BETWEEN STEPS) ° (TYP.) J � _ 11_011 TOP SLAB PLAN CYLINDRICAL OPENING 511 it v SLAB o H X5-402 @ 12" Q 2-501 IN TOP SLAB (TYP.) - - - - - - - - -5'-0" - PIPE 3- 502 x 0 @ 8 11 W 11 D N - -- --- - 503 12 (TYP.) CLASS B CONCRETE 503 MARK SIZE + T. #W BARS ID @ 12 5411 /z "SLOP 6611 3-1103 x 5'-0" 84 .9611 I.D. Standard Sheet No. 1 of 3 mitral L Detailer Initials: LTA i •y- ,NS1DE;';g3'M1'r o Project Sheet Number: t: CAD Ver.: V8 Scale: Not to Scale Units: English CLASS B 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r REQ'D. @ 311 18 18 18 18 18 C4 _^ 4 H 0.668 IDA 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" ° 1-6 + N 9-401 EIGHT 97.2 104.2 111.2 118.2 4-1101 x 21" + 2W + I.D. 146.3 VARIES 4:1 SLOPE =+6 MIN. uo w 5 SPACE EVENLY 5 5 5 402 402 SPACE @ 3" (OVER III 0.668 jILENGTH 5'-5" 6'-0" 6'-7" 7'-2" a 9'-6" (TYP.) WEIGHT CYLINDRICAL OPENING) W+12 T 22.0 23.9 27.8 31.7 911 CLASS B CONCRETE � 3" (N0. REQ'D. 4:1 SLOPE 17 501 & 502 17 28"+2W+I.D. 17 6" MIN. DEPTH GRANULAR 501 5 1 1.043 (VARIES 7'-2" TO 11'-10") BEDDING MATERIAL 911 8'-7" ° 10'-4" SECTION BAR LENGTH = 24" + I.D. + 2W A SECTION A 9-401 MANHOLE BOX BASE 141.8 152.2 MARK SIZE TYPE T. #W BARS ID FORMULAS 5411 6011 6611 7211 84 .9611 I 91 3" Standard Sheet No. 1 of 3 mitral L Detailer Initials: LTA i •y- ,NS1DE;';g3'M1'r Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: t: CAD Ver.: V8 Scale: Not to Scale Units: English CLASS B 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r REQ'D. IS 18 18 18 18 18 401 401 4 I 0.668 fL0ENGTH 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" BAR LENGTH = 32" + 2W + I.D. C, ALL BASES �s" EIGHT 97.2 104.2 111.2 118.2 132.3 146.3 VARIES rTMANHOL7ERISER =+6 MIN. (N0. REQ'D. 5 5 5 5 5 5 402 402 4 III 0.668 jILENGTH 5'-5" 6'-0" 6'-7" 7'-2" 8'-4" 9'-6" BAR LENGTH = I.D.+ 2W WEIGHT 18.1 20.0 22.0 23.9 27.8 31.7 (N0. REQ'D. 17 17 17 17 17 17 501 501 5 1 1.043 jILENGTH 7'-5" 8'-0" 8'-7" T-2" 10'-4" 11'-6" BAR LENGTH = 24" + I.D. + 2W WEIGHT 131.5 141.8 152.2 162.5 183.2 203.9 502 5 1 1.043 REQ'D. fL0ENGTH 22 5'-0" 23 5'-0" 25 5'-0" 26 5'-0" 29 5'-0" 32 5'-0" 50224+I.D.+2W BARS REQ'D. = 3 + ( ® 5NUMBER 11+1EIGHT 114.7 119.9 130.4 135.6 151.2 166.9 503 5 II 1.043 0. REQ'D. LENGTH 16 16 18 18 20 24 503 ( 13+I.D.+2W 1 2 +1 WEIGHT 12'-10 214.2 13'-5" 223.9 14'-0' 262.E 14'-7" 273.81 15'-9" 328.5 16'-11" 423.5 NUMBER BARS REQ'D. = \ @ 12" J BAR LENGTH = 4'-9"+2(16+W+I.D./2) 5 I 1.043 0REQ'D. ENGTH fL 12 8'_11181_81191_31191-10" 14 14 16 18 11'-0" 20 12'-2" 504 2W+I.D.-4504 NUMBER BARS REQ'D.=2 ( +1EIGHT @ 12 101.2 126.6 135.1 164.1 206.5 253.8 BAR LENGTH = 32"+2W+I.D. REQ'D. 4 4 4 4 4 4 1101 1101 11 I 5.313 fL0ENGTH 7'-2" 7'-9" 8'-4" 8'-11" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W EIGHT 152.3 164.7 177.1 189.5 214.3 239.1 NO. REQ'D. 4 4 4 4 4 4 BENDING 1102 11 1 5.313 LENGTH 2'-8" 2'-8" 2'-8" 2'-8" 2'-8" 56.7 TYPE I WEIGHT 56.7 56.7 56.7 56.7 56.7 2'-8" STRAIGHT 1103 11 1 5.313 0. REQ'D. LENGTH 3 5'-0" 3 5'-0" 3 5'-0" 3 5'-0" 3 5'-0" 3 5'-0" TYPE II X41-911 WEIGHT 79.7 79.7 79.7 79.7 79.7 79.7 116"+W+I.D./2 REINFORCING STEEL TOTAL 965.6 1,037.5 1,127.2 17204.0 1,380.2 1,601.6 TYPE III 11�►a I�►a� CONCRETE - CUBIC YARDS - TOTAL 6.0 6.6 7.3 8.0 9.5 11.1 G�I 7 NOTE: QUANTITIES ARE BASED ON SAME SIZE PIPE ENTRANCE TO AND EXIT FROM ' BASE AND A 4 FT. MANHOLE ENTRANCE INTO TOP SLAB OF BASE. I.D.+2W-38II 502 @ 5" CC. THROUGH PIPE ONE LATERAL CL PIPE I PLAN 503 cn1 a G11 nn GENERAL NOTES 1. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS REQUIRED IN THE WORK. 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT IS AT LEAST 8 FT. 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA, OR A CONCRETE COLLAR IN PAVED AREA. SEE 5'-4" DETAILS ON SHEETS 2 AND 3. 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 ASTM C 478 . @ - 504 12 TYP. ( ) 6. CAST -IN PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE TO WITHIN 7, STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. OPENING) 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. P T F ALL IPE ENTRIES INTO HE BASE 0 MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE 5n� ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER /q" MIN. TO /z" MAX. SECTION A -A (STEEL IN BOTTOM OF BASE) CLASS B CONCRETE TO BE USED FOR CHANNELIZATION D2 D1 - - D 1 MIN. D 2 MIN. °j ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS CURVED DEFLECTOR REQUIRED D1 Oti I QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information R -X -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, CO 80204 "` Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK MANHOLES STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-604-20 Designer Initials: JBK TO AASHTO M 198 Last Modification Date: 07/31/19R I 91 3" Standard Sheet No. 1 of 3 mitral L Detailer Initials: LTA i •y- ,NS1DE;';g3'M1'r Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: t: CAD Ver.: V8 Scale: Not to Scale Units: English CLASS B rC L C PLAN MANHOLE I.D. BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. B E#14 TYPICAL TIE BAR 48" MIN. 9" MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 4 Q H oo m .� LD C:) r- ° ° �� /z" SLOPE Li �� 06" I f0 ° I SEE TYP. TIE BAR MIN. 9 .D e D ° #4 @ 12", EACH WAY 811 D • -3'' CLEAR MIN. • . MANN 611 (RIM MIN. SECTION D -D FINAL GRADE E PLAN IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24" BRICK COURSES D ° 011 PRECAST MANHOLE L6" 00 SECTIONS ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER 1/4" MIN. TO /z" MAX. FLAT TOP SECTION DETAIL A �� \\ A �U ❑0000c❑� 0000❑❑❑ 0000❑❑ ❑00000 1" ❑❑00❑�� Coco SLOT 2411 I I I I LIT171777 I � 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER D MANHOLE RING TOE POCKETS AT 16" O.C. IF TOP FLEXIBLE OF BENCH >_ 18" ABOVE INVERT JOINT SEAL MANHOLES STANDARD PLAN NO. SHALL CONFORM SEE SHEET 3 FOR CONCRETE M-604-20 MANHOLE RISER TO AASHTO M 198 Last Modification Date: 07/31/19 I 91 3" 3" MIN. (TYP.) i •y- ,NS1DE;';g3'M1'r MIN..11 MIN. GRADE RINGS OR CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English CLASS B 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r BRICK COURSES CONCRETE BASE J D D D 1/2'' SLOPE 2 ,'� 1 ° -1 9-002 15 ° ° 4 -#4 U @ 12" #4 @ 12" D C, ALL BASES �s" ° 4:1 ° 311 • D D D D VARIES rTMANHOL7ERISER =+6 MIN. . 12" MIN. H\\\7 SECTION B -B rC L C PLAN MANHOLE I.D. BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. B E#14 TYPICAL TIE BAR 48" MIN. 9" MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 4 Q H oo m .� LD C:) r- ° ° �� /z" SLOPE Li �� 06" I f0 ° I SEE TYP. TIE BAR MIN. 9 .D e D ° #4 @ 12", EACH WAY 811 D • -3'' CLEAR MIN. • . MANN 611 (RIM MIN. SECTION D -D FINAL GRADE E PLAN IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24" BRICK COURSES D ° 011 PRECAST MANHOLE L6" 00 SECTIONS ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER 1/4" MIN. TO /z" MAX. FLAT TOP SECTION DETAIL A �� \\ A �U ❑0000c❑� 0000❑❑❑ 0000❑❑ ❑00000 1" ❑❑00❑�� Coco SLOT 2411 I I I I LIT171777 I � 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER D MANHOLE RING AND COVER R-Xcw� R -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK MANHOLES STANDARD PLAN NO. Creation Date: 07/31/19 SEE SHEET 3 FOR CONCRETE M-604-20 FINAL GRADE Last Modification Date: 07/31/19 COLLAR DETAILS Standard Sheet No. 2 of 3 Detailer Initials: LTA i •y- ,NS1DE;';g3'M1'r Issued by the Project Development Branch: July 31, 2019 GRADE RINGS OR CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English 0 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r BRICK COURSES Y J PRECAST FLAT TOP` ° 2411 2 ,'� 8" :4 -1 9-002 Q LEGEND 18" �s" 4'DIA.MANHOLE RISER SECTIONS oo VARIES 12" MIN. H\\\7 SUITABLE SUBGRADE PRECAST FLAT TOP D GRANULAR BEDDING MATERIAL FLEXIBLE JOINT 811 SEAL CONFORMING ° ° CONCRETE TO AASHTO M 198 (TYP.) 5' TO 8' DIA. 1611 MAX. FIL FLOW 6'-611 FLOW FLOW MANHOLE ° MIN. PRECAST MANHOLE BASES NOTES: D D STEPS 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. INVERT ELEVATION SHOWN INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE INVERT ELEVATION INVERT ELEVATION 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH SHOWN IN PROFILE ° SHOWN IN PROFILE THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE SECTION C -C \j\/�\j\/\/\\/\/\/\\/\ FLOW CHANNEL WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY CAST -IN-PLACE SLAB BASE SECTION E -E THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING PRECAST SLAB BASE MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL Computer File Information R-Xcw� R -X R -X R -X Sheet Revisions Colorado Department of Transportation 2829 West Howard Place CDOT HQ, 3rd Floor Denver, CO 80204 Phone: 303-757-9021 FAX: 303-757-9868 Project Development Branch JBK MANHOLES STANDARD PLAN NO. Creation Date: 07/31/19 Date: Comments M-604-20 Designer Initials: JBK Last Modification Date: 07/31/19 Standard Sheet No. 2 of 3 Detailer Initials: LTA i •y- ,NS1DE;';g3'M1'r Issued by the Project Development Branch: July 31, 2019 Project Sheet Number: CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English 0 COMPACTED NEW STREET SURFACE BACKFILL UNIFORM CUT LINE ASPHALT/CONCRETE EXISTING STREET SURFACE V I I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I I0H, 'SLOPED TRENCH PER - - - - - - - - OSHA STANDARDS \ =:X''Y "4,�`: -A��:r/:r`�t• CI{nr d .. Tas^�+C •`12. COMPACTED APPROVED NATIVE �jz MATERIAL (TRENCH FOUNDATION �\ i •y- ,NS1DE;';g3'M1'r MATERIAL WHEN REQUIRED) / J M1) ,r• 0 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r I Y J � FA� � �Y*��.VI-A O 2 WE BB -1 0.33 X O.D. I� 1.3 X O.D. I EXISTING BASE COURSE SLOPED TRENCH PER OSHA STANDARDS NEW BASE COURSE FLOW/FLASH FILL (INCLUDED IN THE COST OF PIPE) COMPACTED BEDDING MATERIAL, CLASS I STRUCTURAL BACKFILL UNCOMPACTED BEDDING MATERIAL, CLASS I STRUCTURAL BACKFILL TRENCH FOUNDATION MATERIAL WHERE REQUIRED /� _ CityOf DETAIL U-1302 PIPE.R Wheat ld�ge CODE RIGID PIPE TRENCH BACKFILL DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 B T-51/2" 3" MIN. GENERAL NOTES: 1. CONCRETE SHALL BE CLASS B. 2. CAST -IN-PLACE CONCRETE WALLS SHALL BE FORMED ON BOTH SIDES. DIREC IT ON 3. STEPS SHALL BE PROVIDED WHEN INLET DIMENSION "H" EXCEEDS OF FLOW 3'-6" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. 4. ALL INLETS SHALL BE CONSTRUCTED ON GRADE PER DESIGN PROFILE. STATION/OFFSET JCITY OF WHEAT RIDGE STANDARD CURB INLET LOCATION B FRAME, TYPE "V" GRATE & CURB BOX. GRATE SHALL INVERTED 60# RAIL PLAN BE NEENAH FOUNDARY R -3067V OR DEETER BETWEEN FRAMES FOUNDARY 2047. (OR APPROVED EQUAL) WR CURB INLET (DOUBLE) #4 @ V-0" O.C. WHEN H IS LESS THAN 5'#4@8" O.C. WHEN HIS5'OR GREATER BOTH DIRECTIONS GROUT GRATE EL V.� DIRECTION IL- 11 OF FLOW 1\ ♦. ' #4 @ 1'-0" O.C. WHEN A. H IS LESS THAN 5#4 " CLEAR @ 8" O.C. WHEN H IS 5' OR GREATER SPACINGR STEPS ° BOTH DIRECTIONS � SHHALLLLBE BE 16 16" Z ,wll - SLOPE FLOOR I. '•,• TO OUTLET • INVERT Q ELEVATION HOOP REBAR 2- #503 AROUND PIPE 7 •. ..► • •' e r• •�.. • • , • PENETRATIONS • a e' e' X. I 6'-1 112" I SECTION A -AA NOT TO SCALE WR CURB INLET (DOUBLE) B -i T-5 1/2" 3" MIN.- SLI STATION/OFFSET LOCATION � CITY OF WHEAT RIDGES TANDARD CURB INLET FRAME, TYPE "V" GRATE INVERTED 60# RAIL B & CURB BOX. GRATE SHALL BE NEENAH BETWEEN FRAMES PLAN FOUNDARY R -3067V OR DEETER FOUNDARY 2047. (OR APPROVED EQUAL) WR CURB INLET (DOUBLE) MID BLOCK #4 @ V-0" O.C. WHEN H IS LESS THAN 5'#4 @ 8" O.C. WHEN H IS 5' OR GREATER BOTH DIRECTIONS DIRECTION OF FLOW " CLEAR ♦ •.� p a >w • • SLOPE FLOOR . TO OUTLET INVERT EL 6,. I 2._0.. 6" I FORMED Y BE SECTION B -B MONOLITHICALLY IF HOTTosCALE H IS LESS THAN 5'. WR CURB INLET (DOUBLE) 2" CLEAR A '• •d p a SPACING FOR STEPS • SHALL BE 16" SLOPE FLOOR a. .�• TO OUTLET •.. INVERT Q ELEVATIO IT 8" I 6-1 112" I 8" f T T l SECTION A -A ;IT TO SCALE WR CURB INLET (DOUBLE) MID BLOCK 1*11It W, City of a U -0O2 2CURB.INLET DETAIL /� �►7�Theat l�lg� WR CURB INLET(DOUBLE)CODE c DEPARTMENT OF PUBLIC WORKS U ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 INVERT A( PLANS '.;* #:r =` =. \� < COMPACTED BEDDING MATERIAL, oG�Q-�OOooOQ-��Ooo�Q-�OOooO �OOo \\/// CLASS 1 STRUCTURAL BACKFILL �Jo„oo�o TRENCH FOUNDATION MATERIAL WHERE REQUIRED INSIDE DIAMETER OF PIPE + 3' NON -RIGID PIPE TRENCH BACKFILL (FOR METAL AND PLASTIC STORM SEWER PIPE) PIPE TRENCH NOTES: 1. PAVEMENT REMOVAL, EXCAVTION, BEDDING, STRUCTURAL BACKFILL, AND COMPACTION SHALL BE INCLUDED IN THE PRICE OF THE PIPE. 2. COMPACTION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 720 OF HE SPECIAL PROVISIONS. 3. BRACING, SHORING, SHEETING, ECT. SHALL BE IN ACCORDANCE WITH ALL STATE & OSHA REQUIREMENTS. SHORING SHALL BE CONSIDERED INCEDENTAL TO STORM SEWER CONSTRUCTION & IS TO BE INCLUDED IN THE UNIT PRICE OF THE PIPE. A4' _ City of DETAIL �Wh6atR�iLdgcU-1301 PIPE.NR CODE NON -RIGID PIPE TRENCH DEPARTMENT OF PUBLIC WORKS BACKFILL ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 NYLOPLA ST INLINE DRAIN WITH DOME GRATE (1) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. DRAIN BASIN (USE DOME) INLINE DRAIN (USE DOME) BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 8" - 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 1 - 8" - 30" DOME GRATES HAVE NO LOAD RATING I VARIOUS TYPES OF INLET & OUTLET ADAPTERS /AILABLE: 4" - 30" FOR CORRUGATED HDPE DS N-12/HANCOR DUAL WALL, ADS/HANCOR NGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), (C DWV (EX: SCH 40), PVC C900/C905, )RRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) W z LUU O Q LL z J LU O � U U z Q w CO Qpm° }; z - C'7 CIO 2 CN 2 Q dj i UQ00Qol� z � z Q N w F W J m g Q OLL U) >O Q m ~~ 'u-) 0 EEEJ Z U - w ED0maQ o3�zo J Z 0- 0 0 Lu = D Lu W 0 Lu O �w�� LL - L 00 O of J Lu W W D wLu H i i LU z U)= U) Z = E U O <zuiLO z0 0 OfLU < 5Z- D Z W C) = 0] d Y Z0(7~�� Q z z�zw LU ID 0 U) EEEJ 06 �z LL Lu EDD Z_ C� I I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I I0H, 'SLOPED TRENCH PER - - - - - - - - OSHA STANDARDS \ =:X''Y "4,�`: -A��:r/:r`�t• CI{nr d .. Tas^�+C •`12. COMPACTED APPROVED NATIVE �jz MATERIAL (TRENCH FOUNDATION �\ i •y- ,NS1DE;';g3'M1'r MATERIAL WHEN REQUIRED) / J M1) ,r• 0 'i eK�,,,.. ��'yrr.?il � ��.w� �(;3i'fr7:�r•�.�:. :��f �.w�.�th. v rljelti r"'. 35h. 'r '.;* #:r =` =. \� < COMPACTED BEDDING MATERIAL, oG�Q-�OOooOQ-��Ooo�Q-�OOooO �OOo \\/// CLASS 1 STRUCTURAL BACKFILL �Jo„oo�o TRENCH FOUNDATION MATERIAL WHERE REQUIRED INSIDE DIAMETER OF PIPE + 3' NON -RIGID PIPE TRENCH BACKFILL (FOR METAL AND PLASTIC STORM SEWER PIPE) PIPE TRENCH NOTES: 1. PAVEMENT REMOVAL, EXCAVTION, BEDDING, STRUCTURAL BACKFILL, AND COMPACTION SHALL BE INCLUDED IN THE PRICE OF THE PIPE. 2. COMPACTION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 720 OF HE SPECIAL PROVISIONS. 3. BRACING, SHORING, SHEETING, ECT. SHALL BE IN ACCORDANCE WITH ALL STATE & OSHA REQUIREMENTS. SHORING SHALL BE CONSIDERED INCEDENTAL TO STORM SEWER CONSTRUCTION & IS TO BE INCLUDED IN THE UNIT PRICE OF THE PIPE. A4' _ City of DETAIL �Wh6atR�iLdgcU-1301 PIPE.NR CODE NON -RIGID PIPE TRENCH DEPARTMENT OF PUBLIC WORKS BACKFILL ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 NYLOPLA ST INLINE DRAIN WITH DOME GRATE (1) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. DRAIN BASIN (USE DOME) INLINE DRAIN (USE DOME) BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 8" - 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 1 - 8" - 30" DOME GRATES HAVE NO LOAD RATING I VARIOUS TYPES OF INLET & OUTLET ADAPTERS /AILABLE: 4" - 30" FOR CORRUGATED HDPE DS N-12/HANCOR DUAL WALL, ADS/HANCOR NGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), (C DWV (EX: SCH 40), PVC C900/C905, )RRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) W z LUU O Q LL z J LU O � U U z Q w CO Qpm° }; z - C'7 CIO 2 CN 2 Q dj i UQ00Qol� z � z Q N w F W J m g Q OLL U) >O Q m ~~ 'u-) 0 EEEJ Z U - w ED0maQ o3�zo J Z 0- 0 0 Lu = D Lu W 0 Lu O �w�� LL - L 00 O of J Lu W W D wLu H i i LU z U)= U) Z = E U O <zuiLO z0 0 OfLU < 5Z- D Z W C) = 0] d Y Z0(7~�� Q z z�zw LU ID 0 U) EEEJ 06 �z LL Lu EDD Z_ C� W H UJ �jz Wo 0 0 HU) J Y J � - O 2 � BB -1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 14 - DETAILS.dwg DETAILS 4 OF 42 1"=30' 6—INCH WIDE METALLIC DETECTION TAPE CONTINUOUS FOR FULL LENGTH OF ALL SEWER PIPE MATERIAL SUITABLE TO GOVERNING AUTHORITY FPROPERLY PLACED AND COMPACTED. Z . . . . . . . . . . . . . . . . .C14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LIMIT OF................... ............... ....... ...... TRENCH ........ ........ ...... EXCAVATION........ ............ ............ .......... . ............ .......... MATERIAL SUITABLE TO ....... \:�.—THE ENGINEER, FREE .......... e FROM LUMPS AND ............. ROCKS ---------------- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 777 TRENCH GRAVEL THOROUGHLY TAMPED J THIS BEDDING WILL BE USED UNLESS OTHERWISE DIRECTED, OR AUTHORIZED, BY THE ENGINEER. TRENCH AND PIPE BEDDING DETAILS (CLASS B PER ASTM C12-74) -t-) St_'t\6locks\All District Detalls\Dl Trench & Pipe Beddinq.dwq 11/23/2010 9:19;27 AM M5 - GROUND SURFACE — \A/ INSTALL P.V.C. SERVICE LINE P.V.C. (22 1/2') ELBOW ..... .......... .......... ............. ... ......... ... ............. ............. ................ ....... ... ....... ........ TRENCH GRAVEL ........ ....... 60*.. oTHROUGHLY TAMPED ...... .... .... WYE FITTING ........... ........... ............. ............. ............... .. ........... .......... .............. ............ I ........ TRENCH BOTTOM SANITARY SEWER MAIN SERVICE LINE INSTALLATION DEIA15 NO SCALE S.\CIAD 5t,:11\610cks\All Djs-Lrrct CPetojjS\D14 Service Line Install.dwg ',1/23/2010 -9.49.07 AM MST D14 QD — FULL DEPTH HBP PER STREET—CUT PERMIT 12" MAX. FINAL STREET PAVEMENT SURFACE 2" Mrlf'jr.�m, i" 2 MIN. OR PER CITY'S PERMIT REQUIREMENTS Z DEPTH VARIES LIMIT OF TRENCH FLOWABLE.. F1 LL MATERIAL EXCAVATION E_=I M=l COMPACTED COHESIVE SOIL MATERIAL PER CITY AND COUNTY PERMIT 2'—O}` & TESTED PER AASHTO T-99 R,EQUIREMENTS., 7L .................... Z ................. ............ ............... ........... ................... .............. ............... ....... ... 12" (MAX.)...+ ... . ......... ........ TRENCH GRAVEL ... (TYP,) THOROUGHLY ........ . .......... ............ ........... TAMPED .- . . ...... <� I + . I . I ..... ...... .............. ......... . * ..... . .......... .............. ........... ........ ............ ..... ........... ............. 027 xx\\/ FLOWABLE FILL TRENCH_ BACKFILL DETAILS NOT TO SCALE 5CAD Stuf;\Blocks\All District Detoils\N -A*_lowqble Fill Trench boc.0fl[,dwg 111212010 9.37:39 AV MST D2 P.V.C. SADDLE OR WYE FITTING WI TH YELLOW INSULATION— INSTALL P.V.C. CONNECTION PIPE FACTORY MADE STOPPER WITH COMPRESSION TYPE SEAL SANITARY SEWER MAIN TRENCH GRAVEL © 1 THROUGHLY TAMPED MECHANICAL TAP OR WYE FITTING TRENCH BOTTOM METALLIC DETECTION TAPE OR SOLID GREEN SEW --G NO. 6 SEWG AS OFFERED BY GREEN AND WHITE STRIPES SETON NAME PLATE CO. P.O. BOX GF -133/ NEW HAVEN CT. 06505 800-243-6624 OR SIMILAR AND EQUAL MATERIAL TAPE TO BE PLACED CONTINUOUSLY, APPROXIMATELY 6 INCHES ABOVE THE TOP OF ALL SEWER PIPES, BOTH MAIN LINE AND SERVICE LINE. METALLIC DETECTIOU TAPE NO SCALE I SACAD StuIii'Olocks\All District Detoils\D5 Metallic Delection Tape,dwq 11/23/2010 9:33 30 AM MST 24 X . X 0 X Li —0 z IS L-) NEENAH R1706 SELF—SEALING, OR BETTER, RING & COVER. CEMENT MORTAR FILLET. MIN OF 2, MAX OF 4 COURSES OF BRICK OR EQUIV. PRECAST CONIC. RING. PRECAST CO RETE /,---ECCENTRIC CONE SECTION CONFORMING TO A.S.T.M. C-478 (TYP.) STEEL REINFORCING PER A.S.T.M. C-478 EACH PRECAST SECTION TO BE SET IN FULL BED OF PORTLAND CEMENT MORTAR OR FLEXIBLE PLASTIC JOINT SEALING COMPOUND. —*6—INCH WIDE METALLIC B DETECTION TAPE --��CONTINUOUS FOR FULL LENGTH OF ALL SEWER loc" CEMENT MORTAR 4'— 010 OR FILLET 5'—C„ POURED IN PLACE CONCRETE BASE. TO BE POURED AT LEAST AS HIGH AS TOP OF HIGHEST PIPE. z co �4 MIN. SECTION STANDARD MANHOLE DE -TAILS NO SCALE U1-1\l3l3CkS\A[l District Delails\D15 Service Line lnstall.dwg 11/23/2010 9:53:13 AM MST -inlic)[e 3. 2010 D15 51011dcrd M, dwg 3/2--'� 10-: 19: 52 AtA MST FACTORY MADE STOPPER WITH COMPRESSION TYPE SEAL. MARK WITH TIMBER AND WIRE AS SHOWN IN DETAIL. ............ ....... ......... TRENCH ............ EXCAVATION ......... ........ ........ ........... ............. ........... ........... . . . . . . . . . . M/ SERVIQE WYE 12ETAIL NOT TO SCALE S; \(--AD 5t,fl \131--)cks "All Dismct Eyelicils\D13 Service Wye-.dwg 11/2,1/20'J 9:47:415 AM MS_ 0 7 CAD St ",All pis 0 TRENCH GRAVEL THOROUGHLY TAMPED. M FIX INVERT MAY BE MADE BY USE OF HALF PIPE WITH TOP HALF BROKEN OUT. WHERE THERE IS NOT A PIPE, THE INVERT SHALL BE SHAPED BY USING A PROPER SIZE TEMPLATE. INVERT OF BRANCH LINE TO BE 0.1' ABOVE INVERT OF OUTLET PIPE. WOOD FLOAT FINISH SLOPE 1 F-6' M IN. SECTION �r.1 im 0 X�111[ ROM n s\D22 Stoncord Manhole B•:se.-dwq 11/23 LU o C) C) Z CO < C) _j c) z III') z < 00 < C) 0 < 6 CIO CN < E 0-) > 0 C) < < 0f z z < Lu ED_j F_Q < 0 LL LL Lo < Ld >,=,> Y)o , '0 z M J z(/) U 2 LLJ Lu 0 ED < Q M (z/) � Ly �Z- (0) 0 2 0 0 , z = c) LU Lu (/) 0 Lu �=__ 2� 0 ALL >L 0� D LL - 0 LL Lu Lu 1j) > > WLu of of ZLu -c,, zj) D i=_ - oz =0 Yl� (0 LL. < (,j Lu (6 0 0 Lu 0 z 0 C) LL I r F_ L>L I —Z oo� L L I< c) =< z0 < z - J ZZo Lu Lu Ir 0- L: 10 0(5 of ob z I �r LL Lu 0 10 D 0 Z_ Ir D LL_ C� Lu �jz Wo 0. H0 co Y � .J 0 2 3: BB -19-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 14 - DETAILS.dwg DETAILS 5 27 OF 42 1"=30' LU Oa L.L C) S d d MANHOLE I.D. U Z GRATE ON HINGES. p Z LU PLACE SUCH THAT Z) o M O I d. e41.IT ADEQUATELY 3- 8„ Q o CO U d CLEARS THE STEP z LO Q 4 ABOVE. 2 N 2 Q c STAINLESS STEEL CLAMP. � � � � � Q � Q � SEE DETAIL THIS SHEET e 1-3/16" Y ° ` 9- 8,,, ! o ~ ~ > oa � a T � ';, _iT ALI G ��. / U Q Q� N STEPS ABOVE Z Z Q 77a �� 1-3/8„ _ 24" OPENING ' e AND BELOW 7 V PLATFORM OPENING ry 1 I e d AS SHOWN. o7 A THROUGH PIPE THROUGH PfPE THROUGH PIPE I ONE COLLECTION LINE TWO COLLECTION LINESuj N I � w e I `� FIBERGLASS OR A w g CURVED DEFLECTOR ALUMINUM GRATING o Q �, < I it N -0z 1215 }=Q�o 3/16" X 1 1 /4" 15 7/16" w J z;° o s d W ♦ d 4 L I BEARING BARS. U W m o m� Q z zz=zo SERRATED GRATING 14" o _ OPTIONAL. O Ab Z wood=z w ` , — SCARIFY PIPE 4 U � > > Z,. H 0 U EMBEDDED IN W W f A � c ° � � Z � = a 0 w z I- D CONCRETE - � z = LL o O Q W - d z o zom(600 COPOLYMER POLYPROPYLENE PLASTIC � - W - � LD INTERMEDIATE ANGLE 2 15 15„ 0 � o 30° TO 9�7° / j � W > z J _ SHARP ANGLE PRECAST RING _ Z W Q o - SPACING �'` Y z o = OF - PVC PIPE �� Q Z r z� z W P of 0 � I N O SCALE ALIGN STEPS ABOVE W _ a _ AND BELOW PLATFORM 4" 1/2" GRADE 60 STEEL 1 -- of � of ° w m=ozof= t- OPENING AS SHOWN. S ACING REINFORCEMENT SE n ;.F, SECTION A •� I STAINLESS STEEL CLAMP c ' r774 M � � e Q I 1/2"' MIN 1. 11 d D 1 MIN. D D 2 MIN. HINGE INTERMEDIATE ANGLE " ' 15' TO 30° 4 OPPOSED LATERALS I--�1 1/2" MIN SET IN FULL BED CW _ _ - OF BITUMINOUS 4 NOTE: WATER STOP GASKET y °° e, MASTIC (RAMNEK) r d - 4 OR PLASTIC ° - 1. DETAILS SHOWN ARE TYPICAL ONLY FOR SEALING a 4 4 C INSTALLATIONS S WITH A MAXIMUM OF UP TO 18 INCH � COMPOUND. DIFFERENCE IN INVERTS (INSIDE DROP). 00 STANDARD PRECAST r MANHOLE Q FLAT TOP WITH 24" MANHOLE STEP DETAILS LE -� & DEFLECTOR DETAIL OPENING NO SCALE NO SCALE WATER SO ..GAaKET DEJAIL NO SCALE � „ 4, MAUHIOLLE PLLTEORMDETAILS > NO SCALE ,CAD St .'t1,Biocks',Ail Dis-,wA P D2 Ap St it` 51„ck5'All District Detmis' D26 Water Stop Gosket,dw� 1 /” "'01 1 f' n - �LO Blocks All 7istr ct S: CAD Stuff` � Dj - z D26 `,{�� C' i7etaris�D27 Manhole F'fatfarrn,dwg 11/23/2010 10; 33:28 AM MST D27 � 1B1 cks�All s rrct Getoils Dr8 Manhole 5tep,dwg 11/23 2010 10, 35; 07 AM MST � � P � 1, _. � _� � 1 �. 31.1.5 AN' IJiST D28 C . taiis`�L �5 Manhole Base 3c Cetleetnr.dwg 11 �` aj 2C+10 1 C. ^ 7: 51 AV1 MST � 2 ATTACH TRACE WIRE ATTACH TRACE WIRE 0 INTO TEST STATION 22-1/2' OR INTO TEST STATION NOMINAL WEIGHT NOTES: TRACE BY BLDG FDN OR CO 45° PVC BEND BY BLDG FDN OR CO 0. 4" RING /COVER 8" RING /COVER 1, CASTING SPECIFICATIONS ASTM A-48, 0WIRE „ 2"X4" TIMBER MARKER O WITH A MINIMUM TENSILE STRENGTH OF 25 � 2X4 TIMBER MARKER POST PAINTED GREEN l "X 1 "X 1/4's RING 145 LBS RING 240 LBS KSI (CLASS 25}. POST PAINTED GREEN RAISED SECTION U) COVER 155 LBS COVER 165 LBS o 2 -NF -25572 � TRACE WIRE w 2. ALL CASTINGS TO BE DIPPED IN w ILj L� LTJ Iz CONCEALED LIFT TOTAL 310 LBS TOTAL 405 LBS ASPHALT PAINT. ° z � HOLES 45 PVC BEND 0- J o SEE DETAIL) C Q� 8 El 1 1:11/2 ='1 PVC WYE � a_J 8' 22-1/2- PVC STREET STUB IN BLDG O 1/2" " 119 STREET STUB INr BLDG BEND Cl 111 F - PVC WYE J SEWER [E]4" PVC SDR35 z lor, ❑ PIPE BB -1 9-002 '❑ L �• ❑ �, 1 PLAN VIEW logo OF iLlI i L:1 ti LIFTING SLOT TRACE WIRE `n r'� '� ❑VLJ ❑ O ❑ ❑1; A DETAIL z rn In n n I i �` 0PLAN VIEW � 4" SANITARY SERVICE --- ---btVVLK --- —___ 4" PVC SDR35LID MIN. SLOPE=2.0%) Be PIPE INSTALL 11 LIFTING SLOT 1,14" 45° PVC BEND TRACE WIRE 22-1/2o OR 45° WATER TIGHT SEE DETAIL (GASKET X SPIGOT) PVC BEND CAP FOR STUB INS SEWED PVC WYE �� 4" SANITARY SERVICE FERNCO SB 4"I�I TRACE WIRE MIN. SLOPE=2.0%) PVC WYE COUPLING _- 4 3 2" 1" 1" / w4" MAIN 1.2' (MIN) ( TRACE WIRE FOR TIE-IN RAISED LETTERS HA a CONTRACTOR TO ADJUST INSTALL ON MAIN ° LF PLAN c� „ (1 /8"±) -_ _ t) s° WATER TIGHT 22-1 2 PVC BEND . 3 S MAIN AS REQUIRED TO MAINTAIN / - /32 /3 23 7 8== �,� '' 2.0% SLOPE IN SERVICE CAP FOR STUB -IN �� ( ) GASKET X SPIGOT TYP / 00 4 FERNCO SB MAIN / / ,, COUPLING COPYRIGHT 2020 1 — This document is an instrument of service, and as such 1/4 �, FOR TIE-IN SECTION VIEW CONCEALED LIFT HOLES 1 �4„ cv = _j S E C TI 0 N VIEW remains the property of the Engineer. Permission for use of Q this document is limited and can be extended only by written I 2L NOTES: agreement with B&B Engineering, LLC. � NOTES �\ : 26" El /2„ '"� 1) SANITARY SEWER SERVICE TAPS SHALL BE LOCATED ON THE MAIN 1) SANITARY SEWER SERVICE TAPS SHALL BE LOCATED ON THE MAIN REVISION: MACHINE GROVE 4" `-;,� AT THE 2 O'CLOCK OR 10 O'CLOCK POSITION. AT THE 2 O'CLOCK OR 10 O'CLOCK POSITION. IN LID SEAT FOR 24 1/4 / 1/4"0 8,0 MACHINED SEAT � 2) SANITARY SEWER SERVICE TAPS SHALL NOT BE MADE WITHIN 3 2) SANITARY SEWER SERVICE TAPS SHALL NOT BE MADE WITHIN 3 23 7 FEET OF A PIPE JOINT OR 5 FEET FROM OUTSIDE EDGE OF MANHOLE FEET OF A PIPE JOINT OR 5 FEET FROM OUTSIDE EDGE OF MANHOLE CONTINUOUS / 3/4" 24 1/2" TO CL WYE FITTING. TO CL WYE FITTING. POLYPROPRENE j j,, /16" 3) DEPTH OF BURY OF SANITARY SEWER SERVICE LINE AT ROW WILL 3) DEPTH OF BURY OF SANITARY SEWER SERVICE LINE AT ROW WILL GASKET 223 7/8" BE AT THE DISCRETION OF THE DISTRICT AND TO BE DETERMINED ON BE AT THE DISCRETION OF THE DISTRICT AND TO BE DETERMINED ON „ 1 I MACHINED A PROJECT BASIS AND DISCUSSED AT THE PRE -CONSTRUCTION A PROJECT BASIS AND DISCUSSED AT THE PRE -CONSTRUCTION 13/4„ i 1-4/2 3%`?' 8„ Sf�AT SITE PLAN EXHIBIT 7 8 1 4 �� r MEETING. ° 4E MINIM DISTANCE BETWEEN TWO 4 N I FEET. 12/15/2020 / 22 1 /g 4 oR 8' 4) MINIMUM DISTANCE BETWEEN TWO 45 BENDS IS 3 FEET. ) UM DST CE BE EE 0 5 BENDS S 3 EE DATE: Lli6!_ j 1 7/8" „ '� �� „ 5) SEWER SERVICE CONNECTIONS SHALL BE MADE USING "WYE" 5) SEWER SERVICE CONNECTIONS SHALL BE MADE USING "WYE" DRAWN BY: RGL 22 l /8,0 /8 24 1 /4 7/B 1 /4 FITTINGS. EXISTING MAIN -PVC SADDLE WITH STAINLESS STEEL STRAPS. FITTINGS. EXISTING MAIN PVC SADDLE WITH STAINLESS STEEL STRAPS. CHECKED BY: NAL /J 5/8"1 , ;;%" ` 6) RISER SEGMENT SHALL BE EXTENDED AS NEEDED TO MAINTAIN THE 6) RISER SEGMENT SHALL BE EXTENDED AS NEEDED TO MAINTAIN THE 24 1/4" 1r,,2„A SANITARY SERVICE AT A SLOPE OF 2%-8%. SANITARY SERVICE AT A SLOPE OF 2%-8%. 14- DETAIL S.dwg 7/s»� 6" 1/2-1 �,� DETAILS 6 O O4 WITH SELF -S AL LID 34 Westrid a Sanitation District Westrid a Sanitation District SECTION A -A g g NEENAH MODEL R1706 OR DEETER MODEL 1258 NOT TO SCALE SANITARY SEWER WYE SANITARY SEWER WYE S.\.,r:;.y�? 5t�a ��,Blocks�,All �Jis#'ict Getails'�z�iv�J h4onho�e Ping With Litt 51at,owg 11/3 i?01t} 1D. 37. a5 AM MST 7 RIGMDAssOCIATEs,LLC BRANCH CONNECTION 7 RGANDAssoclffEs,LLC BRANCH CONNECTION ,cAD 5t�ft1 3ioci s''�All dist iet Coetoils,D?9 Manhole Cover Self–seal ��d.dwg 11/23, 2010 10; 35.3 1 AM MST D 2 D30 4885 Ward Road, Suite 100 • Wheat Ridge, CO .80033 FOR MAIN DEPTH LESS THAN 12' 14885 Ward Road, Suite 100 • Wheat Ridge, CO .80033 FOR MAIN DEPTH GREATER THAN 12' Gypsum • Loveland • Monte Vista • Wheat Ridge Gypsum • Loveland • Monte Vista • Wheat Ridge 303-293-8107.303-293-8106 (fax) • www.rgengineers.com Scale: NONE TDate: JANUARY 2019 303-293-8107.303-293-8106 (fax) • www.rgengineers.com Scale: NONE Date: JANUARY 2019 Revised: 06/05/20 Detail: 11 Revised: 6/05/2020 Detail: 12 OF 42 1"=30' MANUFACTURER: MOUNTAIN STATES LIGHTING PART # 20RTS 5.6/3-6" SGL HOR MAST -ABC -HH -AB -BK TOP CAP 6" LONG x 2 %" OD HORIZONTAL TENON MOUNTAIN STATES SUPPLIED GE ERL1 FIXTURE NOMINAL 4000 LUMEN OUTPUT, DISTRIBUTION TYPE PER CITY STDS. SEE SEPARATE FIXTURE CUTSHEET FOR DETAILS. POLE: 20' SHAFT: ROUND TAPERED STEEL EPA: MINIMUM 11.5 EPA @ 90 MPH, 1.3 GF WIDTH: 5.8" TO 3" O SHAFT MOUNTAIN STATES LIGHTING PART # - 5.8/3 - 6" SGL HOR MAST - ABC - 1" AB -HH -AB -BLACK 20RTS PAINT FINISH; POWDER OVER ZINC RICH RED PRIMER (GALVANIZED ANCHOR BOLTS) HANDHOLE 3" x 5" TWO-PIECE HEAVY DUTY CORROSION RESISTANT ABS BASE COVER, PAINTED TO MATCH POLES. DESCRIPTION OF ITEM: 20' Round Tapered Steel Pole ANCHOR PLATE DETAIL BASE PLATE T" THICK x10.6" x 10.6" (Steel) PLATE TEMPLATE O 4 SLOTTED HOLES (1% " x 24' at 90' use 12" O BOLT CIRCLE. 54" 0 WIREWAY (CNTR'D.) ANCHOR BOLTS 4 - 1" 0 x 3'-0" Long w/ 4" Hook PROJECT 4" OUT OF CONC. MSL PART # 12SRA-4.5(220)TEN.3"X3"-OPT/GFI-VBC-GAL-BK /CY11 T4-VS3AR (ADD OR DEL "OPT/GFI" ABOVE DEPENDING IF YOU WANT THAT OPTION) n co MOUNTAIN STATES CY11T4 SERIES CUTOFF LED FIXTURE MOUNTED ON 3" 0 x 3" HIGH TENON VERIFY LED COUNT AND DISTRIBUTION TYPE PER JOB OPTIONAL: GFI DUPLEX RECEPTACLE w/ dde TAYMAC ML40OG "IN USE" WEATHERPROOF COVER POLE SPECIFICATIONS: POLE BY MOUNTAIN STATES LIGHTING OUTSIDE DIAMETER: 4.5" WALL THICKNESS: .22" MINIMUM MATERIAL: ALUMINUM POLE WITH ELASTOMER BOLT COVER EPA: MINIMUM 20 IN 80 MPH ZONE PART # 12RSA-4.5 (.220) - TEN/3x3-OPTGFI-VBC-GAL-BK (INCLUDED IS A VANDAL PROOF 16"0 x 19" TALL GALLIVAN STYLE BASE COVER MADE OF 71 LB/FT3 HIGH DENSITY ELASTOMER) FINISH: PAINTED BLACK 2%" x 5" HAND HOLE CENTERED 12" FROM BOTTOM OF POLE LOCATED BEHIND DECORATIVE BASE. GROUND BOLT LOCATED ACROSS FROM HAND HOLE OPENING. ANCHOR PLATE DETAIL BASE PLATE PL 8" x 108"x 108" (Alum.) -� PLATE TEMPLATE O 1 4 SLOTTED HOLES (8" x 34") at 90° Use 8" 0 BOLT CIRCLE. Q�-� 4" 0 WIREWAY (CNTR'D.) ANCHOR BOLTS 4' 4" 0 x V-6" Long w/ 3" Hook PROJECT 32 " OUT OF CONC. MANUFACTURER: MOUNTAIN STATES LIGHTING PART # 30RTS 7.2/3-6" SGL HOR MAST -ABC -HH -AB -BK TOP CAP co 6" LONG x 2%$" OD HORIZONTAL TENON MOUNTAIN STATES SUPPLIED GE ERLH FIXTURE NOMINAL 11,000 LUMEN OUTPUT DISTRIBUTION TYPE PER CITY STDS. SEE SEPARATE FIXTURE CUTSHEET FOR DETAILS. POLE: 30' SHAFT: ROUND TAPERED STEEL EPA: MINIMUM 11.5 EPA @ 90 MPH, 1.3 GF WIDTH: 7.2" TO 3" 0 SHAFT MOUNTAIN STATES LIGHTING PART# 30RTS - 7.2/3 - 6" SGL HOR MAST -ABC -HH -AB -BLACK DESCRIPTION OF ITEM: 30' Round Tapered Steel Pole PAINT FINISH; POWDER OVER ZINC RICH RED PRIMER (GALVANIZED ANCHOR BOLTS) HANDHOLE 4" X 6" TWO-PIECE HEAVY DUTY CORROSION RESISTANT ABS BASE COVER, PAINTED TO MATCH POLES. ANCHOR PLATE DETAIL BASE PLATE %" THICK x10.6" x 10.6" (Steel) PLATE TEMPLATE O 4 SLOTTED HOLES (1% " x 2%") at 90' Use 12" 0 BOLT CIRCLE. 7%" 0 WIREWAY (CNTR'D.) �\ ANCHOR BOLTS 4 - 1" 0 x 3'-0" Long w/ 4" Hook PROJECT 4" OUT OF CONC. Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. 2' POLE HANDHOLE BOLT PROJECTION SHOULD BE 4". STREET LIGHTING POLE FOUNDATION LL _>Ity of LG -B02 STREET -LIGHT -BASE DETAIL I! `L� = heat l� e CODE STREET LIGHT POLE FOUNDATION DEPARTMENT OF PUBLIC WORKS `v FN(.INFFRINC; ni\&oIC)N You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 1/2 [13] X 2 [51] PULL SLOT W '' ; r--�i H (2 PLACES) - I- ANCHOR BOLTS Lij LOCATOR [10] S.S. �jz (10x1-6)TIE 2X 05/8 [16] THRU HOLE ------------------- - ; ; I � 1 I' ; I ; ,_-- 11 ----------------- OFF TO REBAR _ ------------------rJ II I , J I J 1.5" OR 2" PVC Sched. 80 J II ii O ELBOW -MIN 2' BELOW GRADE � ------------------ ------------------ L--r;1I 1;1; J -II iIII VERIFY DEPTH W/CITY r--- ----------- L,, ----- J (4) #5 REBAR I 1 1 1 I I I I I WITH #2 TIES L__1------------------LJ__J I I I CONCRETE BASE STREET LIGHTING POLE FOUNDATION LL _>Ity of LG -B02 STREET -LIGHT -BASE DETAIL I! `L� = heat l� e CODE STREET LIGHT POLE FOUNDATION DEPARTMENT OF PUBLIC WORKS `v FN(.INFFRINC; ni\&oIC)N You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) PG1118H551-/ \ 1/2 [13] X 2 [51] PULL SLOT W W/ 01/4 [6] CENTER PIN H (2 PLACES) COMMUNICATIONS Lij LOCATOR [10] S.S. �jz _____03/8 FLAT WASHER 2X 05/8 [16] THRU HOLE 2 PLACES W/ 01 1/4 [32] X 1/2 [13] ® O DEEP COUNTERBORE ® t� HU) PG1118H551-/ \ / TEST POINT 3 PLACES 01 3/8 [35] X 1/16 [2] DEEP RECESS 3 PLACES 1 1/2 [038] GROUND GROUND LABEL DIRECTIONAL LA L LABEL DETAIL SCALE HALF ELF ALIGNING, CEABLE S.S. EZ -NUT ;ES CUSTOMER APPROVAL APPROVED BY: NOTES: DATE: 1. CUSTOMER IS CITY OF WHEAT RIDGE. LOGO TO BE SPECIFIED: 2. THIS ASSEMBLY IS RATED FOR A STATIC DESIGN LOAD OF 22,500 LBS. [100,080 N] OVER A 10 [254] X 20 [508] AREA AND MUST PASS A MIN. STATIC TEST LOAD OF 33,750 LBS. [150,120 N]. 3. ELECTRONIC MARKER SYSTEM FREQUENCY 101.4kHz. 4. LID TO BE SECURED WITH 12 GAUGE WIRE. 67# yc X-qg N/07/15 301g s N.T.S. QUAZITE' 11 X 18 X 12 A BOX & COVER ASSEMBLY W/ (3) TEST POINTS & (2) PULL SLOTS >ps 109298 i i PG1118Z545 I DETAIL City of LG -B03 STREET LIGHT PULL BOX 9rWh6atP.,Ldge CODE STREET LIGHT PULL BOX DEPARTMENT OF PUBLIC WORKS `G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. 11-811 GRADE POLE HANDHOLE BOLT PROJ I SHOULD BE 3 rl JLJ L__L ' I J - , i --Tl-- II II r7 T1--1 ' I I I II II � ' r__rl LJ__y ry LJ_ --1 I 1 , (4) #5 REBAR I WITH #2 TIES _ OR HOOPS. II 11 I 1 ANCHOR I ,: "� BOLTS (%4 x 11 ;' I I 1 I I I I ________________' L J SEE PLAN FOR T - I I I I 1 CIRCUIT. I I I 1 I I I I r -l -r----------------- f-� L_y_L---------------- 1 1 _1 PVC SCHEDULE 80 I I I I I I ELBOW - SIZE BY I I I I r -J -i ---------------- 4 -L -n 1_4 --------------------- CONTRACTOR �J Lr CONCRETE BASE PEDESTRIAN LIGHTING POLE FOUNDATION A y City of LG -A02 PED LIGHT BASE DETAIL -.A( Wheat l� e CODE PEDESTRIAN � � LIGHT POLE FOUNDATION DEPARTMENT OF PUBLIC WORKS v ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 WIRE 1. Contractor shall use 120/240 V single phase, 3 wire. 2. Wiring shall be daisy -chained parallel branch circuits. Wire Size to be determined by load (input watts), length of circuit and size of breaker in accordance with NEC. Wire shall be stranded copper, THWN, 600 V or IMSA 19-1. ELECTRIC METER - PEDESTAL 1. Re: CDOT spec M-613-1. Pedestal/control box shall be mounted in reinforced concrete pad 18" thick with %" chamfered edges and pad shall project 2" above grade. Pedestal/control box shall have a minimum of 2" overlap of the enclosure on all sides, front and back or precast Polymer concrete pedestal foundation. 2. The lighting control cabinet shall be NEMA 3-R minimum. PHOTO CONTROL 1. All pedestrian lighting shall be controlled by photo control mounted to control cabinet. Photo control should be installed facing north, and away from ambient light sources. 2. Photo control shall be ANSI C136.10 compliant and UL listed. 3. The load on a photo control shall not exceed 80% of its rating. 1. Separate circuits for street luminaire and pedestrian lighting shall be required. 2. Circuits for pedestrian lighting: a. A lighting contactor will be required for single point switching the lighting on the circuit. b. The lighting contactor is a single multiple pole power switching device (relay) located within the branch circuits and is connected in series to the photo control. c. The lighting contactor will also require control by a Hand -Off -Auto (HOA) switch that uses the operation of the photocell when the switch is in the "auto" position. d. The photo control should control the contactor using a normally closed wiring configuration. This will force the lights "ON" if a failure occurs. PULL BOXES 1. An electrical pull box shall be installed at each pedestrian light. Pull boxes/junction boxes will be a minimum 12"x12"x12" tier 15 Quazite polymer concrete (stackable) open bottom. In driveways or parking lots boxes will be 11"x18"x12" depth tier 22 Quazite polymer concrete (stackable) open bottom. 2. Splices shall be in the hand hole of the pole and not in the pull box. If necessary to splice in a pull box, waterproof splices shall be installed. 3. Pull boxes shall be bedded with 1/2"- 5/8" angular aggregate, minimum 6" deep and box set to landscape finished grade elevation. CAISSON/FOUNDATION 1. Caisson/foundation, 24" X 48" for pedestrian lights, and 24" x 60" for street lighting with steel reinforcement. Set to landscape finish grade. 2. Steel reinforcement cage (refer to City -standard detail). 3. Lights shall be grounded onto cage in caisson or by separate grounding rod. DETAIL ,- City of STREET & PEDESTRIAN Wh6at id e CODE LIGHTING NOTES DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 7/20 W Z UJU 0 Q IL 0 J I - LU 0 U U z p LU CO Z) Z U) C'7 2 oN 2 Q E 0ji U Z Z Q F W J J m 11�Q Q °(o>Yo W O Z M J Z U) U O LLI m0.<< Z W U o�Uzo z n��00 = wwOw�Z o IwI�}O LL H afU) 7 O J 0, 0 E W W of w W D, 1 W H Z (n2 -OUJ0 (A�Z2ELU O GZLu 00 z0tZ 0Z wQ>z o Z Y Z�(7~UU) Q Z Z Z W W d tz mJ Q O (n J_ oa WH O zofD C� 3/8-7 X 3 [76] LONG W S.S. HEX HEAD AUGER BOLT H 2 PLACES < Lij [10] S.S. �jz _____03/8 FLAT WASHER LIJ0LIJ 2 PLACES O® 0 0 QUAZITE LOGO / TEST POINT 3 PLACES 01 3/8 [35] X 1/16 [2] DEEP RECESS 3 PLACES 1 1/2 [038] GROUND GROUND LABEL DIRECTIONAL LA L LABEL DETAIL SCALE HALF ELF ALIGNING, CEABLE S.S. EZ -NUT ;ES CUSTOMER APPROVAL APPROVED BY: NOTES: DATE: 1. CUSTOMER IS CITY OF WHEAT RIDGE. LOGO TO BE SPECIFIED: 2. THIS ASSEMBLY IS RATED FOR A STATIC DESIGN LOAD OF 22,500 LBS. [100,080 N] OVER A 10 [254] X 20 [508] AREA AND MUST PASS A MIN. STATIC TEST LOAD OF 33,750 LBS. [150,120 N]. 3. ELECTRONIC MARKER SYSTEM FREQUENCY 101.4kHz. 4. LID TO BE SECURED WITH 12 GAUGE WIRE. 67# yc X-qg N/07/15 301g s N.T.S. QUAZITE' 11 X 18 X 12 A BOX & COVER ASSEMBLY W/ (3) TEST POINTS & (2) PULL SLOTS >ps 109298 i i PG1118Z545 I DETAIL City of LG -B03 STREET LIGHT PULL BOX 9rWh6atP.,Ldge CODE STREET LIGHT PULL BOX DEPARTMENT OF PUBLIC WORKS `G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 Note: 1. Anchor bolts have to be centered on the concrete foundation. 2. This is for standard soil conditions. Verify with civil engineer for other types of soil conditions. 11-811 GRADE POLE HANDHOLE BOLT PROJ I SHOULD BE 3 rl JLJ L__L ' I J - , i --Tl-- II II r7 T1--1 ' I I I II II � ' r__rl LJ__y ry LJ_ --1 I 1 , (4) #5 REBAR I WITH #2 TIES _ OR HOOPS. II 11 I 1 ANCHOR I ,: "� BOLTS (%4 x 11 ;' I I 1 I I I I ________________' L J SEE PLAN FOR T - I I I I 1 CIRCUIT. I I I 1 I I I I r -l -r----------------- f-� L_y_L---------------- 1 1 _1 PVC SCHEDULE 80 I I I I I I ELBOW - SIZE BY I I I I r -J -i ---------------- 4 -L -n 1_4 --------------------- CONTRACTOR �J Lr CONCRETE BASE PEDESTRIAN LIGHTING POLE FOUNDATION A y City of LG -A02 PED LIGHT BASE DETAIL -.A( Wheat l� e CODE PEDESTRIAN � � LIGHT POLE FOUNDATION DEPARTMENT OF PUBLIC WORKS v ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 WIRE 1. Contractor shall use 120/240 V single phase, 3 wire. 2. Wiring shall be daisy -chained parallel branch circuits. Wire Size to be determined by load (input watts), length of circuit and size of breaker in accordance with NEC. Wire shall be stranded copper, THWN, 600 V or IMSA 19-1. ELECTRIC METER - PEDESTAL 1. Re: CDOT spec M-613-1. Pedestal/control box shall be mounted in reinforced concrete pad 18" thick with %" chamfered edges and pad shall project 2" above grade. Pedestal/control box shall have a minimum of 2" overlap of the enclosure on all sides, front and back or precast Polymer concrete pedestal foundation. 2. The lighting control cabinet shall be NEMA 3-R minimum. PHOTO CONTROL 1. All pedestrian lighting shall be controlled by photo control mounted to control cabinet. Photo control should be installed facing north, and away from ambient light sources. 2. Photo control shall be ANSI C136.10 compliant and UL listed. 3. The load on a photo control shall not exceed 80% of its rating. 1. Separate circuits for street luminaire and pedestrian lighting shall be required. 2. Circuits for pedestrian lighting: a. A lighting contactor will be required for single point switching the lighting on the circuit. b. The lighting contactor is a single multiple pole power switching device (relay) located within the branch circuits and is connected in series to the photo control. c. The lighting contactor will also require control by a Hand -Off -Auto (HOA) switch that uses the operation of the photocell when the switch is in the "auto" position. d. The photo control should control the contactor using a normally closed wiring configuration. This will force the lights "ON" if a failure occurs. PULL BOXES 1. An electrical pull box shall be installed at each pedestrian light. Pull boxes/junction boxes will be a minimum 12"x12"x12" tier 15 Quazite polymer concrete (stackable) open bottom. In driveways or parking lots boxes will be 11"x18"x12" depth tier 22 Quazite polymer concrete (stackable) open bottom. 2. Splices shall be in the hand hole of the pole and not in the pull box. If necessary to splice in a pull box, waterproof splices shall be installed. 3. Pull boxes shall be bedded with 1/2"- 5/8" angular aggregate, minimum 6" deep and box set to landscape finished grade elevation. CAISSON/FOUNDATION 1. Caisson/foundation, 24" X 48" for pedestrian lights, and 24" x 60" for street lighting with steel reinforcement. Set to landscape finish grade. 2. Steel reinforcement cage (refer to City -standard detail). 3. Lights shall be grounded onto cage in caisson or by separate grounding rod. DETAIL ,- City of STREET & PEDESTRIAN Wh6at id e CODE LIGHTING NOTES DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 7/20 W Z UJU 0 Q IL 0 J I - LU 0 U U z p LU CO Z) Z U) C'7 2 oN 2 Q E 0ji U Z Z Q F W J J m 11�Q Q °(o>Yo W O Z M J Z U) U O LLI m0.<< Z W U o�Uzo z n��00 = wwOw�Z o IwI�}O LL H afU) 7 O J 0, 0 E W W of w W D, 1 W H Z (n2 -OUJ0 (A�Z2ELU O GZLu 00 z0tZ 0Z wQ>z o Z Y Z�(7~UU) Q Z Z Z W W d tz mJ Q O (n J_ oa WH O zofD C� W H < Lij �jz LIJ0LIJ 0 0 r HU) J Y J � - O 2 � BB -1 9-002 PDbott 4sso �iXy/ng D, J\�� COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 14 - DETAILS.dwg DETAILS 7 4 QD Wheat Ridge 20' Mounting Height LED Roadway Fixture LED Roadway Lighting ERL1-ERLH-ERL2 Project name Date -- Type E R L 1 — — — — 0 — 04 -- B3 -- 30 -- A BLCK — ---- L --- • • 111 IM111IM017.11,011 :1 111 111 11 1 :1 1 :1 1 :1 A3 ROD. ID VOLTAGE 0 =120-277V* 10 A3 = Type I I Narrow WA= 63 C3 E = Evolve 0 =120-277V* 02* A3 =Type II Narrow 27 = 2700K ANSI C136.417 -pin GRAY = Gray A = 4 Bolt Slipfitter t R = Roadway 1=120 03 63 = Type II Wide 30 =3000K D = ANSI C136.417 -pin with BLCK = Black F = Fusing A3 2 = 208 04 C3 =Type III 40 =4000K Shorting Cap DKBZ = Dark Bronze G = Internal Bubble Level L = Local 3 = 240 05 D3 = Type IV o Select E = ANSI C136.417 -pin with I = IP66 Optical 1=Single Module 4 = 277 5 = 480 06 07 See Table 2700K or non -Dimming PE Control. = Tool -Less Entry R = Secondary 10kV/5kA SPD TBD TBD TBD TBD TBD TBD TBD TBD TBD D = 347 08 *Nominal IES Type 3000K CCT for IDA *PE Control Only available for 120-277V or 480V Discrete. Not U =DALI Programmable +A Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL100340.120.277V.IES ERL1 NA340.347.480VIES ERL1 04A330.120.27NES ERL100330.347AV.IES ERL104A327.120d77V.IES ERL104A327.347.480VIES H = 347-480* * 09 10 classing subject to typical variation, approved units. available for 347-480V or 347V X =Single Package # Y = Coastal Finish * Bl -UO -G1 61 -UO -G1 Bl -UO -G1 ERL1046340 -120-277VIES ERL1 0413340 -347-401S ERL1_048330_-120-277VIES ERL1_048330-347-480VIES ERL1046327 -120-277V.IES ERL1_046327 -347-480VIES Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL1 04040 -120-277VI6 ERL1 04040.347-480VIES ERL104030 -120-277VIES _ ERL104C330-3474OVIES ERL1 04027 -120-277V.IES ERL1 04027 -341-48OV.16 Not available with Fusing. See Table individual units NOTE: Dimming controls wired for 0-10V standard unless DALI option Discrete. XXX =Special Options discrete voltage with F option. Must choose a *120V only, not may differ. "U" requested. NOTE: Dimming controls wired for 0-10V standard unless DALI option t Contact manufacturer for Lead -Time. B2 -UO -G3 B2 -UO -G3 ERLH 13040 .IES ERLH 13030 discrete voltage with F option, compatible with 5000 4900 "U" requested. # "X" option provides single pack box 43 Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL1_OSB340-120-277VIES ERL1 0513340 ERL1 05B330=120-277VIES ERL1 _058330-347-480VIES ERL10SB327_120-211V.IES ERL1 056327_347-48OV.IES 61 -UO -G2 1 -UO -152 61 -UO -G2 ERL1 05040 -120-277VIES ERL1 05040 -34740VIES ERLl05030 -120-277VIES ERL1 05030 -347-480VIES ERL1 OSC327 -120-277V.IES ERL1 05027 -347-480VIES 0-10V dimming. 123 B3 -UO -G3 per Magna pak container. per fixture. Std Packaging = 20 units 10340 TBD TBD TBD TBD TBD i TBD TBD TBD TBD 62 -UO -G2 2 -UO -G2 62 -UO -G2 ERL106A340 -120-277V,IES ERL1 06A340 -34740VIES ERL1 06A330 -120-277VIES ERL1 06A330 -3474OV.IES ERL1 06A327 -120-211V.IES ERL106A327 -347-48OV.IES A3 10330 .IES * Recommended for installations per Magna pak container. B2 -UO -G3 B2 -UO -G3 ERLH 14040 .IES ERLH 14030 B3 C3 6000 5800 5700 47 * Recommended for installations 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERL1066340.120d71VIES ERL1 066340.347ABNES ERL1 066330.120.277VIES ERL1_0613330_-347.480VIES ERLl_066327_-120.277V.IES ERL1_066327_-341.480VIES 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERL1 06040 -120-277VIES ERL1 06040 -347A80VIES ERL1060TO -120-277VIES ERL1 06030 -3474BOVIES ERL1 06027 -120-277V.IES ERL1 06027 -341-48OV,IES _TBD D3 B3 -UO -G3 B3 -UO -G3 ERLH Factory for Lead -Time. within 750 ft. from the coast. Contact ' A3 .IES Factory for Lead -Time. + Compatible with LightGrid 2.0 nodes. 62 -UO -G2 2 -UO -152 62 -UO -G2 ERLl _O7A340_.IES ERLl _07A330_.IES ERLl _07A327_.IES B3 C3 7000 6800 6600 + Compatible with LightGrid 2.0 nodes. 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERLl 078340 .IES ERLl 076330 .IES ERLl 076327 .IES 61 -UO -G2 61 -UO -G2 61 -UO -G2 ERLl 07040 .IES ERLl 07030 .IES ERLl 07027 .IES TBD I TBD TBD TBD TBD TBD D3 TBD 16A330 .IES ^ Not available in 347V, 480V or 347-48OV. A3 149 B3 B3 -UO -G3 347-480V for Lumen Output Levels 07, 62 -UO -G2 132 -UO -G2 62 -UO -G2 ERLl 086340 .IES ERL1 086330 .IES ERL1 086327 .IES B3 C3 8000 7800 7600 71 08, 09, and 10. Wheat Ridge 30' Mounting Height LED Roadway Fixture Project name ' Date LED Roadway Lighting •••••••••••• _;w Type ERL1-ERLH-ERL2 E R L — — — H 0 — — 0:111111.11 C3 -- 40 -- 'If 1.111 111 111 11 111 • • 111 IM111IM017.11,011 :1 111 111 11 1 :1 1 :1 1 :1 A3 OPTIONS E = Evolve 0 =120-277V* 10 A3 = Type I I Narrow 61 UO G1 1 UO G1 Bl UO G1 ERL102A340 120VIES NIA ERL102A330 120VIES NIA ERL102A327 120VIES NIA 63 C3 2000 1900 1900 14 N/A 61 UO G1 1 UO G1 61 UO G1 ERL1_028340=120VIES NIA ERLI_02B330=120VIES NIA ERL1_028327=120VIES NIA B1 -UO -G1 1 -UO -G1 Bl -UO -G1 ERL1 02040 -120VIES NIA ERL1 02030 -120VIES NIA ERL102027-120VIES N/A D3 2 = 208 13 C3 = Type oSelect Shorting Cap DKBZ =Dark Bronze TBD TBD TBD TBD N/A TBD N/A TBD N/A A3 3 = 240 14 D3 = Type IV 3000K CCT E = ANSI C136.417 -pin with Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL103A340.120-211V.IES ERL1 03A340.347A80VIES ERL1 03A330.120.277VIES ERL1 03A330 -347.4 OV.IES ERL103A327-120.211V.IES ERL103A327.341.480V.IES Bl -UO -G1 1 -UO -G1 Bl-UO-Gl ERL1036340 -120-277V,IES ERL1 0313340 -347-480VIES ERL1 0313330 -120-277VIES ERL1 0313330 -347-480VIES ERL1036327 -120-277V,IES ERL1 0313327 -347-480VIES B3 C3 3000 2900 2800 22 26 B1 -UO -G1 Bl -UO -G1 Bl -UO -G1 ERL1 03040.120.277VIES ERL1 03040.347.480VIES ERL1 _O3030.120.211V.IES ERL1 03030.347.4 OV.IES ERL1 03027.120.277V.IES ERL103027.347.480VIES D3 *Nominal IES Type approved units. *PE Control Only available for 120-277V or 480V Discrete. Not U = DALI Programmable +^ 96 TBD TBD TBD TBD TBD TBD TBD TBD TBD B2_UO-G3 B2 -UO -G3 ERLH 11040 .IES ERLH 11030 classing subject to typical variation, yp. available for 347-480V or 347V X =Single Package # Y = Coastal Finish * A3 Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL100340.120.277V.IES ERL1 NA340.347.480VIES ERL1 04A330.120.27NES ERL100330.347AV.IES ERL104A327.120d77V.IES ERL104A327.347.480VIES B3 C3 4000 3900 3800 31 34 Bl -UO -G1 61 -UO -G1 Bl -UO -G1 ERL1046340 -120-277VIES ERL1 0413340 -347-401S ERL1_048330_-120-277VIES ERL1_048330-347-480VIES ERL1046327 -120-277V.IES ERL1_046327 -347-480VIES Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL1 04040 -120-277VI6 ERL1 04040.347-480VIES ERL104030 -120-277VIES _ ERL104C330-3474OVIES ERL1 04027 -120-277V.IES ERL1 04027 -341-48OV.16 TBD TBD TBD TBD TBD TBD TBD TBD TBD D3 NOTE: Dimming controls wired for 0-10V standard unless DALI option t Contact manufacturer for Lead -Time. ERLH discrete voltage with F option. .IES A3 136330 "U" requested. # "X' option provides single pack box 112 B2 -UO -G3 B2 -UO -G3 ERLH 13040 .IES ERLH 13030 Bl -UO -G1 1 -UO -G1 Bl-UO-Gl ERL105A340 -120-277VIES ERL1 05A340 -34740VIES ERL1 05A330 -120-277VIES ERL105A330-34740VIES ERL105A327 -120-277V.IES I ERL105A327 -347-480VI5 B3 C3 5000 4900 4700 39 43 Bl -UO -G1 1 -UO -G1 Bl -UO -G1 ERL1_OSB340-120-277VIES ERL1 0513340 ERL1 05B330=120-277VIES ERL1 _058330-347-480VIES ERL10SB327_120-211V.IES ERL1 056327_347-48OV.IES 61 -UO -G2 1 -UO -152 61 -UO -G2 ERL1 05040 -120-277VIES ERL1 05040 -34740VIES ERLl05030 -120-277VIES ERL1 05030 -347-480VIES ERL1 OSC327 -120-277V.IES ERL1 05027 -347-480VIES D3 123 B3 -UO -G3 per Magna pak container. ERLH 10340 TBD TBD TBD TBD TBD i TBD TBD TBD TBD 62 -UO -G2 2 -UO -G2 62 -UO -G2 ERL106A340 -120-277V,IES ERL1 06A340 -34740VIES ERL1 06A330 -120-277VIES ERL1 06A330 -3474OV.IES ERL1 06A327 -120-211V.IES ERL106A327 -347-48OV.IES A3 10330 .IES * Recommended for installations .IES B2 -UO -G3 B2 -UO -G3 ERLH 14040 .IES ERLH 14030 B3 C3 6000 5800 5700 47 52 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERL1066340.120d71VIES ERL1 066340.347ABNES ERL1 066330.120.277VIES ERL1_0613330_-347.480VIES ERLl_066327_-120.277V.IES ERL1_066327_-341.480VIES 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERL1 06040 -120-277VIES ERL1 06040 -347A80VIES ERL1060TO -120-277VIES ERL1 06030 -3474BOVIES ERL1 06027 -120-277V.IES ERL1 06027 -341-48OV,IES _TBD D3 B3 -UO -G3 B3 -UO -G3 ERLH Factory for Lead -Time. .IES TBD TBD TBD TBD TBD TBD TBD TBD A3 .IES 62 -UO -G3 B2 -UO -G3 ERLH 1513340 .IES ERLH 1513330 + Compatible with LightGrid 2.0 nodes. 62 -UO -G2 2 -UO -152 62 -UO -G2 ERLl _O7A340_.IES ERLl _07A330_.IES ERLl _07A327_.IES B3 C3 7000 6800 6600 58 61 -UO -G2 1 -UO -G2 61 -UO -G2 ERLl 078340 .IES ERLl 076330 .IES ERLl 076327 .IES 61 -UO -G2 61 -UO -G2 61 -UO -G2 ERLl 07040 .IES ERLl 07030 .IES ERLl 07027 .IES TBD I TBD TBD TBD TBD TBD D3 TBD 16A330 .IES A3 347-48OV. A3 149 B3 B3 -UO -G3 62 -UO -G2 2 -UO -G2 62 -UO -G2 ERLl 08A340 .IES ERLl 08A330 .IES ERLl 08A327 .IES 62 -UO -G2 132 -UO -G2 62 -UO -G2 ERLl 086340 .IES ERL1 086330 .IES ERL1 086327 .IES B3 C3 8000 7800 7600 71 3l -U0 -G2 1 -UO -G2 Bl-UO-G21_ERLl 08040 .IES ERLl 08030 .IES ERLl 08027 .IES TBD TBD TBD TBD TBD TBD 82 -UO -G2 62 -UO -G2 62 -UO -G2 ERLl 09A340 .IES ERLl 09A330 .IES ERLl 09A327 .IES D3 .IES TBD TBD I TBD TBD A3 B3 C3 9000 8800 8500 84 62 -UO -G2.132 -UO -G2 62 -UO -G2 ERLl 096340 .IES ERL1_09B330 .IES ERLl 096327 .IES B2 -U0 -G2 Bl -UO -G2 61 -UO -G2 ERLl 09C340 .IES ERLl 09C330 .IES ERLl 09027 .IES D3 TBD TBD TBD TBD TBD TBD A3 62 -UO -G2 82 -UO -132 62 -UO -G2 ERLl 1OA340 .IES ERL1 1OA330 .IES ERLl 1OA327 .IES 62 -UO -G2 2 -UO -G2 62 -UO -G2 ERLl 108340 .IES ERLl 1OB330 .IES ERLl 1OB321 IES B3 C3 9800 9600 9250 97 62 -UO -G2 82 -UO -G2 132-IJO-G211 ERLl 1OC340 .IES ERL110030 .IES ERLl 1OC327 .IES I TBD TBD I TBD TBD ITBD D3 ITBD Wheat Ridge 30' Mounting Height LED Roadway Fixture Project name ' Date LED Roadway Lighting •••••••••••• _;w Type ERL1-ERLH-ERL2 E R L — — — H 0 — — 11 -- C3 -- 40 -- A BLCK — ---- L --- •OUTPUT Itl R. - OPTIONS E = Evolve 0 =120-277V* 10 A3 = Type I I Narrow 30 = 3000Ko `A = ANSI C136.417 -pin GRAY = Gray A = 4 Bolt Slipfitter t R =Roadway 1=120 11 63 = Type II Wide 40 = 4000K D = ANSI C136.417 -pin with BLCK = Black I F = Fusing .IES 2 = 208 13 C3 = Type oSelect Shorting Cap DKBZ =Dark Bronze G = Internal Bubble Level L = Local 3 = 240 14 D3 = Type IV 3000K CCT E = ANSI C136.417 -pin with I = IP66 Optical 4 = 277 H =High Output 5 = 480 15 16 See Table for IDA non -Dimming PE Control.* L = Tool -Less Entry R = Secondary 10kV/5kA SPD B2 -UO -G2 D=347 See Table *Nominal IES Type approved units. *PE Control Only available for 120-277V or 480V Discrete. Not U = DALI Programmable +^ 96 H = 347-480* * B2_UO-G3 B2 -UO -G3 ERLH 11040 .IES ERLH 11030 classing subject to typical variation, yp. available for 347-480V or 347V X =Single Package # Y = Coastal Finish * TBD B3 -UO -G3 Not available with Fusing. TBD 13A340 individual units ERLH Discrete. XXX =Special Options A3 B3 C3 D3 Must choose a 12500 may differ. NOTE: Dimming controls wired for 0-10V standard unless DALI option t Contact manufacturer for Lead -Time. ERLH discrete voltage with F option. .IES ERLH 136330 "U" requested. # "X' option provides single pack box 112 B2 -UO -G3 B2 -UO -G3 ERLH 13040 .IES ERLH 13030 .IES TBD TBD TBD TBD per fixture. Std Packaging= 20 units A3 B3 C3 D3 14000 13400 122 123 B3 -UO -G3 per Magna pak container. ERLH 10340 .IES ERLH 10330 .IES * Recommended for installations .IES B2 -UO -G3 B2 -UO -G3 ERLH 14040 .IES ERLH 14030 .IES TBD TBD TBD TBD A3 B3 C3 D3 within 750 ft. from the coast. Contact 14400 136 B3 -UO -G3 B3 -UO -G3 ERLH Factory for Lead -Time. .IES ERLH 15A330 .IES 62 -UO -G3 B2 -UO -G3 ERLH 1513340 .IES ERLH 1513330 + Compatible with LightGrid 2.0 nodes. 136 B2 -UO -G3 B2 -UO -G3 ERLH 15040 .IES ERLH 15030 .IES TBD B3 -U0 -G3 TBD B3 -U0 -G3 ^ Not available in 347V, 480V or TBD 16A340 .IES ERLH TBD 16A330 .IES A3 347-48OV. • � • 111 1!1 1 :1 111 111 111 Itl A3 B3 C3 D3 10000 9600 62 -UO -G2 B2 -U0 -G2 ERLH 1OA340 .IES ERLH 1OA330 .IES B2 -UO -G2 B2 -UO -G2 ERLH 108340 .IES ERLH 1OB330 .IES 82 82 62 -UO -G3 B2 -U0 -G2 ERLH 1OC340 .IES ERLH 1OC330 .IES TBD B3 -UO -G3 TBD B2 -U0 -G2 ERLH TBD 11A340 .IES ERLH TBD 11A330 .IES A3 B3 C3 D3 11500 11000 B3 -UO -G3 B2 -UO -G2 ERLH 116340 .IES ERLH 116330 .IES 96 97 B2_UO-G3 B2 -UO -G3 ERLH 11040 .IES ERLH 11030 .IES TBD 63 -UO -G3 TBD B3 -UO -G3 ERLH TBD 13A340 .IES ERLH TBD 13A330 .IES A3 B3 C3 D3 13000 12500 B2 -UO -G3 B2 -UO -G3 ERLH 1313340 .IES ERLH 136330 IES 111 112 B2 -UO -G3 B2 -UO -G3 ERLH 13040 .IES ERLH 13030 .IES TBD TBD TBD TBD A3 B3 C3 D3 14000 13400 122 123 B3 -UO -G3 B3 -U0 -G3 ERLH 10340 .IES ERLH 10330 .IES B2 -UO -G3 B2 -UO -G3 ERLH 1413340 .IES ERLH 1413330 .IES B2 -UO -G3 B2 -UO -G3 ERLH 14040 .IES ERLH 14030 .IES TBD TBD TBD TBD A3 B3 C3 D3 15000 14400 136 B3 -UO -G3 B3 -UO -G3 ERLH 15A340 .IES ERLH 15A330 .IES 62 -UO -G3 B2 -UO -G3 ERLH 1513340 .IES ERLH 1513330 .IES 136 B2 -UO -G3 B2 -UO -G3 ERLH 15040 .IES ERLH 15030 .IES TBD B3 -U0 -G3 TBD B3 -U0 -G3 ERLH TBD 16A340 .IES ERLH TBD 16A330 .IES A3 1 16000 15300 149 B3 B3 -UO -G3 63 -UO -G3 ERLH 1613340 .IES ERLH 166330 .IES C3 D3 149 B2 -UO -G3 B2 -U0 -G3 ERLH 16040 .IES ERLH 16030 .IES TBD TBD I TBD TBD END LOOP MAY BE OMITTED SOF WHEAT A, CITY OF WHEAT RIDGE L-Do1 RAIL DETAILCODE m DEPT. OF PUBLIC WORKS ENGINEERING DIVISION RAILING L CO�ORP00 APPROVED BY: SNN 06/07 NOTE: MAX. EIGHT F SPACING ON POST 1'-0" RAILING SECTION NOT TO SCALE NAL I POST (TYP.) E DETAIL SOF WHEgT p CITY OF WHEAT RIDGE L -D02 RAIL CODE m DEPT. OF PUBLIC WORKS ENGINEERING DIVISION RAIL SECTION L COLORPO0 APPROVED BY: SNN 06/07 0-1 LL I Z LLIU O Q U_ LL O Z LU O U U z Q W CO a0°00 };z�zQ 00 CIO4-0 = CN < E 0-) > U Z Z Q vi w F J F- w m M w M 0 Z O c� W 0 Z ILL. O C) z Y Q O LL - Lu J ED Q � J Q °U)>`�0 Lo�0 JZUJ0E- in0M<< (nZ W�U Z3:=Z0 ao�o= �w°� - L �F- OJOE? W W � wok-»� � w U) 0uJ0 U Z = E U <ZuJ zp00 �:_� wv>OJO Z p = - m a Z J Zo > Z W W > H M 0 a_ J dSHofLL WH m D 0 Z QfD CIO W LLJ H C/) z Wo BB -1 9-002 P�tDocr xisso /ng 0\'J\ COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL Lsaw, DETAILS 8 30 OF 42 1"=30' 40 0 20 40 80 ORIGINAL SCALE: 1"= 40' HORIZ. Ole / eG r' / �� / ! to i r � G \ /4 \ '000, loe I \ i 000 op _00-- O 1 rf /- o .01 100, 1/r / rte/ r ``✓ 10, �r �, r ^ / • /J EXISTING SHED TO / / _ BE DEMOLISHED 1-1 i 100 —mmop / jr TREES TO BE PRESERVED WHERE J / UTILITY NOTIFICATION CENTER T�e I Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. I r Z?Poe I s.0e _VT I e / ��— 0 loop j 1 / / / 0 f r .01 �. — l r I ALL EXISTING TREES AND VEGETATION SOUTH SIDE OF ROCKY MOUNTAIN DITCH I 1 SHALL BE REMOVED (TYP) 1 — / I� EXISTING FENCE j I TO BE REMOVED J �I IDI ® o 0 �I0 °%AOOPI'I p �I 04 ~\`` \� / ✓�-^rte~~ � PRACTICAL WITH OVERLOT GRADING „i PLAN. IF NOT FEASIBLE, TREES TO �/ \ \ / �\ � BE REMOVED (TYP.) \LL 1 I ) / l ` o N •� /moi / < / I .01 OOOP >-11",P / ! / 4// „_ rte'—'_' .0000, ,101 Rte•-ol -14'\' 1 .001/ / \ s / EXISTING POND TOloe BE FILLED � '' 1'% ALL EXISTING TREES AND VEGETATION / I 0/ ! j �! r'" J �-,. --s"- �` �J ��—' / !'" Q.- / // SOUTH SIDE OF ROCKY MOUNTAIN DITCH ` I r SHALL BE REMOVED (TYP) r r I I 1 / �✓ ` ^ I� / , e JL / EXISTING WALL TO BE EXISTING GATE TO SAWCUT AND LOWERED TO / 1 BE REMOVED J'" EXISTING HANDRAIL 1 • ti l J � • • ° / f '%I- J ACCOMMODATE 2 SIDEWALK TO BE REMOVED / / / � _ � EXTENSION PER DETAIL ON` _ _ — * f / �o / 1 � • � COVER SHEET. � / � °— / - 0 �13 d.0- — \ OE OE -----_ _ ------ — — o OE- ftftft�._t=- wft J r I o i o 1 L------�----------------—_:— o I _ _�-------- -- ____ No � _ r -__ s — — r 1 — ss= ssssrssmsms\E� �I 'o0v del\ ■ III woo �+ QD - II CO) V 3 L �i CM C W V 5 DATE: 12/15/2020 O W U CHECKED BY: b 11- EXISTING & DEMO.dwg W Z LU Z & � U U_ p D O Q 0 J c) }; zC)zOf C 4-0 = 0 C aj Z U Z�Zr) CO) V 3 L �i CM C W V COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: U) DATE: 12/15/2020 W RGL CHECKED BY: U 11- EXISTING & DEMO.dwg Z & W D W � � W � J Z W Q � D Q C/) w O w = O(D .j � Z Y J � O z � � 66-1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: OF 42 1"=40' DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 11- EXISTING & DEMO.dwg EXISTING & DEMO OF 42 1"=40' N R1-1 STOP W E30"00" BACKGROUND: 4090 (3M -WHITE DIAMOND GRADE) or equivalent FOREGROUND: 1172 (3M -RED EC FILM) Sor equivalent 40 0 20 40 80 ORIGINAL SCALE: 1"= 40' HORIZ. LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER :�111��11►[e��1:1:T�31 BUILDING SETBACK EASEMENT LINE SPEED LIMIT 0 R1-1 SPEED LIMIT 20 24"x24" BACKGROUND: 4090 (3M -WHITE DIAMOND GRADE) or equivalent OFAI le Left Arrow mmil1l" Right Arrow R7 -1(A) R7 -1(A) NO PARKING NO PARKING 12"x 18" 1211x 18" BACKGROUND: 3930 HIP (3M -WHITE) or BACKGROUND: 3930 HIP (3M -WHITE) or equivalent equivalent BORDER AND SYMBOL: BORDER AND SYMBOL: 1172 (3M -RED EC FILM) or equivalent 1172 (3M -RED EC FILM) or equivalent (NO OUTLET +O]o- R1 NO OUTLET (LEFT AND RIGHT ARROW) 24"x6' \ LOT LOT 68 � SIGN INVENTORY LIST ITEM # QUANTITY OF SIGNS SIGN DESCRIPTION CODE # SIZE 1 2 HILLSIDE DRIVE* D3-1 30"X10" 2 2 W 32ND AVE* D3-1 36"X10" 3 1 SPEED LIMIT 20 R2-1 18"X24" 4 8 NO PARKING R7 -1(A) 12"X18" 5 2 NO OUTLET W14 -2a 24"X6" S 1 STOP SIGN R1-1 30"X30" * ALUMINUM BLANKS TO BE PURCHASED AND PROVIDED TO PUBLIC WORKS FOR LABELING. BLANKS SHALL BE 0.08 THICKNESS WITH A 1.5" RADIUS ON THE CORNERS. LOT 72 � OVERLOOK ESTATES \ RN 58714164 LOT 71 ZONED R-1 � LOT 7011,1100010 \ LOT 73 TRACT C 101338 SQ FT 0.2373 AC i9 I� LOT 6 \ � � 141344 SQ T 0.3293 AC 1 /L T 5 I' � 15,547 SQ FT 0.3569 AC i LOT 4 16.511 SQ FT � I LOT 9 cc 121548 SQ FT 0.2881 AC 3 CN s LOT 8 121698 SQ FT I 0.2915 AC I 4 (2) 1 LOT \ F 0.3007 AC I-ftftft UTILITY NOTIFICATION CENTER T�e 1 Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. III bIT �� n � TRACT A Jill 101039 SQ FT II 0.2305 AC I I I II M III �I I N89047'22'E 95.34' II Jill M III III II LOT 12 Jill 121513 SQ FT 0.2873 AC DEDRNEHILLSIDE DR. � � III 431141 SQ FT � I I 0.9904 ACCD Cn \ \ O (2� LOT 11 141386 SQ FT III \ 0.3303 AC I I RN F0081114 I SII � \ LOT 10 III � 301694 SQ FT � 0.7046 AC / � I \ I I I I I TRA(:T R i '00000- O" v- /�P�� /I 0.3791 AC 4 (� 101366 SQ FT 0.2380 AC I I / RN 85074980 I LOT 66 \ �I \ I LOT 2 $ 1 (2) 2 (2) g (2) \ LOT 7 I I 151367 SQ FT I 121793 SQ FT I I 0.3528 AC I \ 0.2937 AC RN F0081114 LOT 1 LOT 3 241516 SQ FT 151800 SQ FT 4 (1) I II \ 0.5628 AC I 0.3627 AC I I N I — S89720'21 'W 726.09 — — — _ OE — OE — — — — — — — — — 0 13 13 10 nF rn I ______ ------W 32ND AVE I I I I o f L JL J - QD CO) v COD CM a C c W 5 O W U U LU z LU Z U U_ D Q 0 � O J c) };zC;zOf 101� CU 4-0 LU 2 CN 2 > C: �- aj �- Z CU Z�Z0 CO) v COD CM a C c W 6a IMF COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 13 - SIGNING.dwg SIGNING OF 42 1"=30' U) W U Z W D W 101� � W � J Z W Q � D Q C/) w O w = O .j 0 � z Y J � O z lr� � 66-1 9-002 6a IMF COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 13 - SIGNING.dwg SIGNING OF 42 1"=30' Q QD - Luminaire Schedule Symbol Qty LLF Description Lum. Watts Lum. Lumens L 3 0.88 30' TALL LIGHT POLE - ERLH_11C340 _ 98 11500 COD 5 0.88 12' PED. LIGHT POLE - CYllT4x-VS3AR-3MHS-50W-3K 58 4448 ® 5 0.88 20' TALL LIGHT POLE - ERL1 04B330 -120-277V 31 3900 Kipling Illuminance (Fc) Average = 1.26 Maximum = 3.6 Minimum = 0.4 Avg/Min Ratio = 3.15 Max/Min Ratio = 9.00 Max/Avg Ratio = 2.86 LOT 73 LOT 72 \ OVERLOOK ESTATES RN 58714164 ZONED R-1 \ LOT 71 \ TRACT C \ \ 101338 SQ FT 0.2373 AC LOT 70 i 2 \ 0. 1 *0.2 *0.2 *0 2 \ \ , *0.2 *0.2 *0.2 *0 +�'2 *0. 1 . 2 +0.3 .3 +0.2 +0.2 +0.1 +0.2 922E � • \ * 1.0 1.4 * 2 \ / / do�, nnlvl mllvVIN .JVU. RN 91067174 ZONED R-1 12' PED. LIGHT POLE LOT 74 t I t g"E 222,41 N1 / TRACT A / 101039 SQ FT 0.2305 AC 12' PED. LIGHT POLE N�1•Z%22� � vN� RpG - - i LOT 13 N89 -47'22"E 95.34 i LOT 14 13,655 SQ FT \ � 131099 SQ FT 30' TALL LIGHT POLE 0.3135 AC 1 0.3007 AC I I 12' PED. LIGHT POLE HIU�SIDE DRIVE I I CEN10UNEL LOT 12 121513 SQ FT lumb- 'o .1 - 0.2873 AC 2 . 3 U . 5 *0 . 6 *0 . 7 *0 . u *0 . 4 *0 . 3 *0 *0 . 6 *0 . 9 *1 . 4 *1 . 6 *1 1 *0 . 7 *0 6 * *0 . 2�'D�.�V� *0 . 1 0 . 1 *0 . 0 +0. 0 *0 . 0 *0 . 0 J *0 . 3 U . 5 *0 . 6 �. * . +0.7 *1.6 "0.4 * .3 +0.2 +0. *0 .3 ' .1 d 4 3 v *0 . 0 +0.0 *0 . 0 *0 . 0 *0 . 0 \ 4, � * +0.2 +0. *0 . 3 *0 . P4 FQ � *0 /r,7 �'�0 . i *'1 . 4 2 *0 . 1 *0 . 0 *0 . 0 0 1 lJ .J.JIJ , .�.. *4.7 +1. 9 *1.4 *1.7 *0. 9 U 5 *0.1 1 *0.1 *0. 20' TALL LIGHT POLE .2 + .1 *0.6 *0.5 *0 . *0.2 1 + . `` +0.8 +0. 6 +1.5 *0 .4 +0.2 +0. • / .1 +0. .7 *1 . 5 / \ * 3 +0. .3 +0. 12' PED. LIGHT PO - � LOT 6 LOT 69 + 2 +c . 4 +0.7 20 TALL LIGHT POLE LOT 11 I�0.1 *0.3 � 5 *0. \ , 14, 344 SQ FT ,0.2 +o 3 +0 4 + 20' TALL LIGHT POLE 141386 SQ FT \ 0.3293 AC / I� \ 0.3303 AC + / 0.1 a a / LOT 9 co \ + + + 121548 SQ FT cc 0.2881 AC • I +0.0 1+04"1+ N RN F0081114 - - - - - - LOT 5 + + oo +r- /15,547 - - / 0.0 0. *�0 0 / N eco /15 547 SQ FT 19- 0.3569 AC / + + / 30' TALL LIGHT POLE o.0 0.0 0 0. LOT 10 *o.o o/o *o.o - - - - / 30,694 SQ FT 0.7046 AC \ / *0.0 *0.0 *0.0 *0. / + + + + I 0.1 0 0 0.0 0 0.1 0.0 o. 2 0.2/ o. 2 LOT 8 / 0. 0. 0.4 12,698 SQ FT I � I•� * 2 *0 a *0.6 5 0.2915 AC LOT 4 0 2 0 I4 0.7 116 20' TALL LIGHT POLE \ 161511 SQ FT 0 ( . 0 9 1 TRACT B 0.3791 AC 1 +0 4 .1 +2. 10, 366 SQ FT I *1.5 - - - - -� 0.2380 AC \ \ � I � 12 PED. LIGHT POLE 0. 0.9 0. RN 85074980 \ A.5 0.6 - - 1 .3 0.5 0.5 I LOT 2 *0.2 * *0.3 *0. I � � � I 151367 SQ FT I 0.2 2 0LOT 7.3 12 793 SQ FT 0.3528 AC I + . 1 0.2 0.3 0. 0.2937 AC I RN F0081114 30' TALL LIGHT POLE LOT 3 0.1 .3 + . 151800 SQ FT +o. +0 +0.6 0.3627 AC 0 1 �� .�5 0 9 I 1 0.' 1.3 7 I1 0. *1. * 6 r + 1 � . 1 .2 20' TALL LIGHT POLE S89'20'21 "W 726.09' - - - - 6 6 . h o .7 - - m OE OEOE 0 UTILITY NOTIFICATION CENTER 17e Prom is�e-7`om FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. r / II 0 *0.6 *0.6 *0.8 1 *1.0 *1. rII *1. *0.7 *0.7 *0 . *1.0 + . SII 1 11.7 +0.8 +0.6 +0.9 (.0 *1 . 5N NI IN17 1 FO *1.7 *0.8 *0.6 *0.8 .9 *1.6 *1. *0.7 *0.6 *0.7 *0 8 *1. 1 *0.7 *0.6 *0.6"0 8 *1 . II N NI III *0. 8 *0.7 +0.6 +0.6 *0 8 *1 N III+0.9 +0.8 *0. 6 +0.6 *0 8 *1 . N I� I *i 2 . *0.9 *0.7 *0.7 +0. *1. III *1.6 0 *0.7 *0.6 +0. +1 • III NI 2 *1. *0.7 *0.6 *0.7 N . 2 i N I +2. *1. *0.7 *0.7 *0.7 +0. II .0 III N I *2 . *1 . *0.8 *0.7 *0.7 * P II .2 +2. L5 3 9 +0.8 +0.7 *1 . N .8 III+2. 4 *1 . 1 +0. 9 +0. 7 *1 . .3 *2 � 5 *1 . 2 *1 . 0 V . *1 . 1> N N I *2 4 *1 . 1 +0. 9 +0. *1 . a 4 N I +2. !2= 4 *10 *0.9 +0. *1 . N I *2 . *1.3 *0.9 *0.8 *0.8 *1.1 V .7 I N I +2. *1 . *0 . 8 +0.7 +0.8 1*1. dl N .3 +2. *1. *0.7 *0.7 *0.7 *1.11 N 4 I * .3 *1 . +0.8 +0.7 +0. *1.21 .0 NI LU I 11.7 * . 1 +0.7 +0.7 +0. +1.2 * .3 ql+1 + + +1 N+ f . 0.9 0.7 0.7 0. IN . hl Q N I +0.9 +0.8 +0.7 +0.7 *0 8 *1 .I N* . 5 N III+0.9 +0.8 +0.7 +0.7 8 *1 . .5 N I 11.2 +0.9 +0.7 +0.8 *0 9 +1.4 2 I I II N *1.8 0 *0.8 *0.9 1.0 *1.41 N I *2 3 *1 . 2 *0 . 9 1 . 0 +1.2 *1 . . 3 *2 *1 .4 +0.9 *1 . 1 +1.3 *1 8 1 . 6 I i NI IIS 1 +1.3 11.0 +1.2 11.4 .0 I . 2 I N I +1.6 +1.2 11.0 +1.2 +1.3 . 9 I . V I +1.3 +1.2 *1 . 1 *1 . 1 +1.2 1. 8 1 .4 I NI `` N I *1.1 *1.1 *1.0 *1.0 1.1 +1.7 I .1 I N I 11.2 *1 . 1 41 . ,*- +1.0 �1 .1 +1.6 3-8 N I *1.3 *1.2 *1.0 *1.1 .2 *1 . 1 .4 I NI +1.7 +1.4 11.2 +1.2 +1.3 *1.6 I* 9 N I 0 +1.6 11.3 +1.3 '1 . 3 *1 . 5 * 8 Mow * 1 *1 . 6 *1 . 4 11.4 1 . 4 *1 . 6 r] 1 I I I 2. 0 +1.6 11.3 +1.3 +1.3 *1 . 4 +1.7 *1.4 11.2 +1.2 1 . 2 *1 .2N 5 IN 1 .3 +1.3 *1 . 1 *1 . 1 1 . 1 *1 . l 7 I1 1 .3 11.2 11.0 *1 . 1 1 .2 *1 2 8 1 1.5 *1.3 *1.1 *1.1 1.3 *1 7 0 I I .8 +1.4 *1 . 1 +1.2 4 *1 7 1 7 I +1. 6 *1 . 1 *1 . 2. 5 *1 8 4 6 11.7 *1 . 0 *1 . 1 1. 3 *1 7 *I 8 I lao +1.6 11.0 +1.0 1.2 *i . *1 9 I 1.3 0.9 0.9 .0 1. *1.6 I1 *1 . +0.9 *0 . 9 0 9 +1.3 * I I *. 0 0. 9 0. 9 0 9 1.3 I1 1.0 0.9 0.8 0. +.2 I{ II I I0 9 0.8 0. 1 *1� I I 1 *1 . 9 +0. 9 * .0 *1 I 4+11 .o o. .9 .o 6 * .1 .9 0.9 *11 1 *1.7 * .1 .9 0 8 *1 II7 * *1. .8 *0 *1 .0 0. .7 0. +1 I �I I 1. 0.8 0.7 .6 0 6 1.1 it .9 0.6 0. +015 011 00 / .9 +0.7 * . 6 .5 40*0 + .5 0. � � � 0.4 + +0 +0 0.4 .3 . * 0.4 0.5 0.5 0.4 0.3 0. 0. 0. I"0.3 0.4 0.4 0.3 0 0.2 0. +0.0 2 10 . 2 * 3 +0. 0 . 2 *0 . 2 *0 . 2 *0 . 5 O U b LU z LU � U U_ p Q�a� J c) }; Z C')Z �_C_> C rn z CUZ�Z0 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 15 - LIGHTING.dwg IGHTING PLAN OF 42 1"=30' CO) w Q L � Z COD D W � 0� W Cl) J Z V COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 15 - LIGHTING.dwg IGHTING PLAN OF 42 1"=30' U) w U Z W D W � 0� W Cl) J Z D Q w O w a (D � � Z Y J � O BB -1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 15 - LIGHTING.dwg IGHTING PLAN OF 42 1"=30' N W � E 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. LOT 66 19.00 2.99 10.99 9 Width Track Lock to Lock Time Steering Angle 7.51 2.99 WB -40 Tractor Width Trailer Width Tractor Track Trailer Track i Feet 6'99 OVERLOOK ESTATES 6.0 6.0 s � \� RN 58714164 � 31.6 deg LOT 71 ZONED R-1 \ TRACT C / .X10,338 SQ FT � / 0.2373 AC 33.00 \ � , / � 25.4901 isdeq/�aaa 6 � Lock to Lock Time : 6.0 s Steering Angle :20.3 deg � � LOT 6 Articulating Angle .70.0 deg / 141344 SQ FT 0.3293 AC /.JLOT 9 I � I / � / 121548 SQ FT I 0.2881 AC \ LOT 5 I I � Cn 68 151547 SQ FT � � 0.3569 AC I � / ,,9 aaar, � I LOT 4 161511 SQ FT I I 0.3791 AC � OGS / / I I LOT 2 151367 SQ FT I 0.3528 AC II ISI LOT 1 I I LOT 3 241516 SQ FT I I 151800 SQ FT \ 0.5628 AC I I I 0.3627 AC � I / LOT 8 121698 SQ FT I � � 0.2915 AC I I .I I 1 � I UTILITY NOTIFICATION CENTER T�e Promise-com FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. RN F0081114 LOT 7 � 121793 SQ FT I -leg � 0.2937 AC I RN F0081114 1 I d� 5 h L S89020'21 "W 726.09' I 16 eo CL 2. _ (sN uoz o OO QD 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 16 - TURNING.J TURNING ANALYSIS OF 42 1"=30' 5 O W U b W Z LU Z � U U_ p D Q 0 O JoIll �U }; zIll zof 4-0= 0 C: 1111- aj � Z U Z�Z0 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 16 - TURNING.J TURNING ANALYSIS OF 42 1"=30' U) W U Z W D W � � W � J Z W Q � D Q C/) w O w = O(D .j � Z Y J � O z � 3: 66-1 9-002 6 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. 1 ■ REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 16 - TURNING.J TURNING ANALYSIS OF 42 1"=30' BMP LEGEND: PROJECT PHASING: INITIAL PHASE: REMOVALS, BMP INSTALLATION, INITIAL SITE GRADING, WQ POND AND STORM SEWERS, UNDERGROUND DETENTION. INTERIM PHASE: WATER & SEWER MAINS, UTILITY SERVICE LINE CONNECTIONS, STREET IMPROVEMENTS, SIDEWALK, CURB AND GUTTER, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED \ LOT � LOT 66 � EXISTING BOUNDARY LINE EXISTING SECTION LINE W PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR Z PROPOSED MINOR CONTOUR N PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE D EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR �HHF SF SILT FENCE };zC;zOf LOC LIMITS OF CONSTRUCTION C2�N2i BMP LEGEND: CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES Y •Y Y SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET ® SCL SEDIMENT CONTROL LOG PROJECT PHASING: INITIAL PHASE: REMOVALS, BMP INSTALLATION, INITIAL SITE GRADING, WQ POND AND STORM SEWERS, UNDERGROUND DETENTION. INTERIM PHASE: WATER & SEWER MAINS, UTILITY SERVICE LINE CONNECTIONS, STREET IMPROVEMENTS, SIDEWALK, CURB AND GUTTER, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED \ LO1 � LOT 66 � �J Q UTILITY NOTIFICATION CENTER 17e _...Promis�e-77m'i /____N FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. W E I 30 015 30 60 TRACT C LOC 11 3 j ✓ "">' . N .-/ ORIGINAL SCALE: 1"= 30' HORIZ. _ a LOT 7V 0-i 0I LOC 2A S F 100 LO 000' 1---- .01.00 , 0 Pei \ — - LOT 73 -1 / 00 0 00 I � .. r o,�GN 3 LOT 72 N� p,\N as . SF 1� \ - �.� Moi I 5� BGG N89'47'22"E 95.34' \ OVERLOOK ESTATES 1 /f " �� ^/ o RN 58714164 s 0 LOT 71 N I % ZONED R-1 LOC - T_ N J....-� I LOC � I _jT 70 / / t�r9' CLO �-" LOT�� G 1 1 IP \ \ v✓ � I � SF \ LOT 68 JN ,.000 IP do rig 0-0 i r / /� i r 8,.W I I V •• t I I s"W --- 6"W W 6"W s"W _N16aW - QD - s"W s"W c l 6 W \ SS„8 - o I '410 PO r loe I � a 5 O U b W Z W �e U U_ p Q�a� J C:) };Z0;zOf < < LU� 2 oN 2 i C 0.) Z 0< I--- EXISTING BOUNDARY UNE EXISTING SECTION UNE w PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR Z PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE D EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR �HHF SF SILT FENCE W LOC LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE W RR PROPOSED RIP -RAP J RCS ROUGH CUT STREET CONTROL w CD CHECK DAM ® (y) INLET PROTECTION ®r1 OP OUTLET PROTECTION f ' ' '' ` "`•'' ' •,•74:'�i.1?' •:tis; .re SSA STABILIZED STAGING AREA LLQ VTC VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES Y •Y Y SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET ® SCL SEDIMENT CONTROL LOG PROJECT PHASING: INITIAL PHASE: REMOVALS, BMP INSTALLATION, INITIAL SITE GRADING, WQ POND AND STORM SEWERS, UNDERGROUND DETENTION. INTERIM PHASE: WATER & SEWER MAINS, UTILITY SERVICE LINE CONNECTIONS, STREET IMPROVEMENTS, SIDEWALK, CURB AND GUTTER, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED \ LO1 � LOT 66 � �J Q UTILITY NOTIFICATION CENTER 17e _...Promis�e-77m'i /____N FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. W E I 30 015 30 60 TRACT C LOC 11 3 j ✓ "">' . N .-/ ORIGINAL SCALE: 1"= 30' HORIZ. _ a LOT 7V 0-i 0I LOC 2A S F 100 LO 000' 1---- .01.00 , 0 Pei \ — - LOT 73 -1 / 00 0 00 I � .. r o,�GN 3 LOT 72 N� p,\N as . SF 1� \ - �.� Moi I 5� BGG N89'47'22"E 95.34' \ OVERLOOK ESTATES 1 /f " �� ^/ o RN 58714164 s 0 LOT 71 N I % ZONED R-1 LOC - T_ N J....-� I LOC � I _jT 70 / / t�r9' CLO �-" LOT�� G 1 1 IP \ \ v✓ � I � SF \ LOT 68 JN ,.000 IP do rig 0-0 i r / /� i r 8,.W I I V •• t I I s"W --- 6"W W 6"W s"W _N16aW - QD - s"W s"W c l 6 W \ SS„8 - o I '410 PO r loe I � a 5 O U b W Z W �e U U_ p Q�a� J C:) };Z0;zOf < < LU� 2 oN 2 i C 0.) Z 0< I--- CIO WN i CAA •o COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC INTERIM OF 42 1"=30' CO) w .v Z W D W � � W J Z w V CIO WN i CAA •o COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC INTERIM OF 42 1"=30' U) w U Z W D W � � W J Z w D LLQ C/) O w a (D � 0 Z Y J � O BB -1 9-002 CIO WN i CAA •o COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: M DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC INTERIM OF 42 1"=30' Q QD — BMP LEGEND: CWA CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES Y y Y O W W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET ® SCL SEDIMENT CONTROL LOG PROJECT PHASING: INITIAL PHASE: REMOVALS, BMP INSTALLATION, INITIAL SITE GRADING, WQ POND AND STORM SEWERS, UNDERGROUND DETENTION. INTERIM PHASE: WATER & SEWER MAINS, UTILITY SERVICE LINE CONNECTIONS, STREET IMPROVEMENTS, SIDEWALK, CURB AND GUTTER, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED EXISTING BOUNDARY UNE EXISTING SECTION UNE w PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR Z PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE D EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SF SILT FENCE W LOC LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE W RR PROPOSED RIP -RAP J RCS ROUGH CUT STREET CONTROL CD CHECK DAM ® (y) INLET PROTECTION [3 OP OUTLET PROTECTION • i.:ti4...s... ,:ti`s; .s.e STABILIZED STAGING AREA LLQ VTC VEHICLE TRACKING CONTROL CWA CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES Y y Y O W W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET ® SCL SEDIMENT CONTROL LOG PROJECT PHASING: INITIAL PHASE: REMOVALS, BMP INSTALLATION, INITIAL SITE GRADING, WQ POND AND STORM SEWERS, UNDERGROUND DETENTION. INTERIM PHASE: WATER & SEWER MAINS, UTILITY SERVICE LINE CONNECTIONS, STREET IMPROVEMENTS, SIDEWALK, CURB AND GUTTER, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. TRACT C � f✓ - \ LOT 7V � I / ^` / \ — - LOT 73 1 LOT 72 \ i i \ OVERLOOK ESTATES �� f • �^� RN 58714164 0 LOT 71 ZONED R-1 LOC TRA � \ C \ 10 33" FT 0 i�$ C WIS4 / I *r 1, � r • LOC / II y II f .00 LOC 2A�' � � SF N I' o � —/J � 1._,I - �1 ROGC4 LOT 13 LOT 14 - 13,655 SQ FT �0 131099 FTS" 0.3135 AC 3 SM N X'9� _OT 70 f Lc("�N- lz� 'b $F / / w ' $ c1` as I .000.2 s .� � LOC �/ � � w ,,' / / 1'' �� / / / i SF SF a1 0 �-" LOT ff t'` / � �---� ASF 8 3 _ HILLSIDE DR. 8.23 431141 SQ FT 0.9904 AC ,l ! r" i LOT 6 W / - SM 141344 SQ FT h�� — SM /10 /r--�`— N 0.3293 AC00 LOT 9 � / ? 12 548 SQ FT / / doom LOC \ Ir6'\ f j // /� I ss ro 0.2881 AC olol_ I / �iF E X981114 SM SM TRACT A 101039 SQ FT 0.2305 AC N89*47'22"E s, 95.34', 0/ 3 N 00 00 3 N 121513 SID F 0.2873 AC��b/ I I I �1100 1 _ M SF N n3 A 00 CD I� LOT 11 141386 SQ FT 0.3303 AC - .^ �. ` as � � • 5540 , i V ` I a LOT 5 i ( r-1 j ` LOCN \ LOT 68 \ / J SF 47 SQ FT ti _ r / I `r' r'' \ // ....1... � _ ... � � - \ ` C� / [ 0.3569 AC J I / �f SM JN / I \ •� 1i / r �� / 1 ` , I SM / . .� r �► I a/ r .....�/ �► LOT 105545 %l / / SM 13.70 \ _ ) / ''� 30,694 SQ FT �v - - SF LOC f 0. 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Z 0< I--- CO) UTILITY NOTIFICATION CENTER w .v L � Z 17e D _...Promis�e-77m'01*� /____N FOR MARKING OF UNDERGROUND MEMBER UTILITIES. W � L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR W Cl) J UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE D INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S LLQ RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL C/) O UTILITIES PRIOR TO CONSTRUCTION. W E (D S 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. TRACT C � f✓ - \ LOT 7V � I / ^` / \ — - LOT 73 1 LOT 72 \ i i \ OVERLOOK ESTATES �� f • �^� RN 58714164 0 LOT 71 ZONED R-1 LOC TRA � \ C \ 10 33" FT 0 i�$ C WIS4 / I *r 1, � r • LOC / II y II f .00 LOC 2A�' � � SF N I' o � —/J � 1._,I - �1 ROGC4 LOT 13 LOT 14 - 13,655 SQ FT �0 131099 FTS" 0.3135 AC 3 SM N X'9� _OT 70 f Lc("�N- lz� 'b $F / / w ' $ c1` as I .000.2 s .� � LOC �/ � � w ,,' / / 1'' �� / / / i SF SF a1 0 �-" LOT ff t'` / � �---� ASF 8 3 _ HILLSIDE DR. 8.23 431141 SQ FT 0.9904 AC ,l ! r" i LOT 6 W / - SM 141344 SQ FT h�� — SM /10 /r--�`— N 0.3293 AC00 LOT 9 � / ? 12 548 SQ FT / / doom LOC \ Ir6'\ f j // /� I ss ro 0.2881 AC olol_ I / �iF E X981114 SM SM TRACT A 101039 SQ FT 0.2305 AC N89*47'22"E s, 95.34', 0/ 3 N 00 00 3 N 121513 SID F 0.2873 AC��b/ I I I �1100 1 _ M SF N n3 A 00 CD I� LOT 11 141386 SQ FT 0.3303 AC - .^ �. ` as � � • 5540 , i V ` I a LOT 5 i ( r-1 j ` LOCN \ LOT 68 \ / J SF 47 SQ FT ti _ r / I `r' r'' \ // ....1... � _ ... � � - \ ` C� / [ 0.3569 AC J I / �f SM JN / I \ •� 1i / r �� / 1 ` , I SM / . .� r �► I a/ r .....�/ �► LOT 105545 %l / / SM 13.70 \ _ ) / ''� 30,694 SQ FT �v - - SF LOC f 0. C , SM N �° 00 1%�� SM I 3 LOT 6710. 1 40 SS `b� I \l I �-' / ♦ ! o� 5550 I /? LOT 8 t _ /\ 12,698 SQ FT / / -r l r•j \ '�• / / 0.2915 AC / r /> / I tj LOC g / . \ LOT 4 , —5530 ' -�l �'� �� / 16 1 511 SQ FTS ! / TRACT 6 \ �0 / 0.3791 AC /�`s� j� SF \� a,I 101366 SQ FT � \ r O / ./ 1 10 1 ► 90 — — 0.2380 AC00 / 3 f / 0 / ? > ° \ , / / / RN 85074980 l' 3 /OF LOT 66 \ SF. / SM I LOT 2 /� / [ LOT 7 1 I I ( o / 15,367 SQ e 12,793 SQ FT loFTI OF�0.3528 AC ! 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Z 0< I--- COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC FINAL OF 42 1"=30' CO) w .v L � Z W D W � 0� W Cl) J Z V COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC FINAL OF 42 1"=30' U) w U Z W D W � 0� W Cl) J Z D LLQ C/) O w a (D � 0 Z Y J � O BB -1 9-002 COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 12 - SWMP.dwg EC FINAL OF 42 1"=30' LANDSCAPE PLANT LIST 0 0 000 000 00 8 DECIDUOUS SHADE TREES Blonde Ambition Grama Grass Bouteloua g racillis 'Blonde Ambition' 2-3' 1-2' Very Law iq 1 Gallon Cont SRS Shenandoah Red Switch Grass MATURE MATURE WATER Low SIZE AND SYMBOL COMMON NAME BOTANICAL NAME Schizachyrium scoparium 34 18-24" SUN/SHADE Sun 5 Gallon Cont GSG Giant Sacaton Grass HEIGHT SPREAD USE Low CONDITION WE Western Catalpa Catalpa speciosa 40-60' 30-50' Low Sun 2.5" Cal., B&B 'WEH Western Hackberry Celts occidentalis 50-60' 40-50" Low Sun 2.5" Cal., B&B SHL Shademaster Honeylocust Gleditsia triacanthos inermis'Shademaster' 40-50' 30-40' Low Sun 2.5" Cal., B&B KYC Kentucky Coffeetree Gymnodadus dioicus 50-60' 40-50' Low Sun 2.5" Cal., B&B BUO Bur Oak Quercus macrocarpa 50-80' 50-80' Low Sun 2.5" Cal., B&B CHO Chinquapin Oak Quercus muehlenbergii 35-50' 35-50' Low Sun 2.5" Cal., B&B ENO English Oak Quercus robur 40-60' 30-40' Medium Sun 2.5" Cal., B&B ORNAMENTAL TREES MATURE MATURE WATER SIZE AND SYMBOL COMMON NAME BOTANICAL NAME SUN/SHADE HEIGHT SPREAD USE CONDITION TCH Thornless Cockspur Hawthorn Crataegus crus-galli inermis 15-25' 15-20' Low Sun 1-1/2" Cal., B&B EVERGREEN TREES ad MATURE MATURE WATER SIZE AND SYMBOL COMMON NAME BOTANICAL NAME SUN/SHADE HEIGHT SPREAD USE CONDITION BKS Bakeri Spruce Picea pungens'Bakeri' 35-40' 15-20' Medium Sun/ Part Shade 6' ht, B&B BRP Brisdecone Pine Pinus aristata 20-40' 10-20' Low Sun/ Part Shade 6' ht, B&B LIP Limber Pine Pinuslex ilis 30-50' 20-30' Low Sun 6' ht, B&B AIDS Austrian Pine Pinus nigra 40-60' 30-40' Low Sun 6' ht, B&B DECIDUOUS SHRUBS MATURE MATURE WATER SIZE AND SYMBOL COMMON NAME BOT AN I CAL NAME SUN/SHADE HEIGHT SPREAD USE CONDITION RCB Red Columnar Barberry Berberis thunbergii'Helmond Pillar' 4-5" 18-24" Low Sun/ Part Shade 5 Gallon Cont COM Common Mountain Mahogany Cercocarpus montanus 6-8' 4-6' Very Low Sun/ Part Shade 5 Gallon Cont FEB Fernbush Chamaebataria millefalium 3-5' 34 Very Low Sun 5 Gallon Cont MTP Mango Tango Potentlla Potentlla frutcosa'Mango Tango' 18-24" 18-24" Low Sun 5 Gallon Cont GAO Gambel Oak Quercus gambelii 8-20' 6-12' Very Low Sun/ Part Shade 5 Gallon Cont STS Staghorn Sumac Rhus typhina 10-25' 10-15' Low Sun 5 Gallon Cont CPL Common Purple Lilac Syringa vulgaris 10-20' 8-12' Low Sun 5 Gallon Cont MWr Mohican Wayfaring Tree Viburnum lantana 'Mohican" 6-8' 6-8' Low Sun/ Part Shade 5 Gallon Cont EVERGREEN SHRUBS MATURE MATURE WATER SIZE AND SYMBOL COMMON NAME BOT AN I CAL NAME SUN/SHADE HEIGHT SPREAD USE CONDITION IBJ Icee Blue Juniper Juniperus horizontalis Icee Blue 2-41" 6-8' Low Sun 5 Gallon Cont MGJ Moonglow Juniper Juniperus scopulorum'Moonglow' 12-15' 6-8' Very Low Sun 5 Gallon Cont BTM Big Tuna Mugo Pine Pinus mugo "Big Tuna' 6-8' 5-6' Low Sun 5 Gallon Cont BAY Banana Yucca Yucca baccata 34 3-5' Very Low Sun 5 Gallon Cont AND Adam's Needle Yucca Yucca filamentosa 2-3' 34 Low Sun 5 Gallon Cont ORNAMENTAL GRASSES A MATURE MATURE WATER SIZE AND SYMBOL COMMON NAME BOTANICAL NAME SUN/SHADE HEIGHT SPREAD USE CONDITION BAM Blonde Ambition Grama Grass Bouteloua g racillis 'Blonde Ambition' 2-3' 1-2' Very Law Sun 1 Gallon Cont SRS Shenandoah Red Switch Grass Panicum virgatum'Shenandoah' 34 12-18" Low Sun 5 Gallon Cont LBG Lite Bluestein Grass Schizachyrium scoparium 34 18-24" Very Low Sun 5 Gallon Cont GSG Giant Sacaton Grass Sporobolus wrighti 3-6' 3-5' Low Sun 5 Gallon Cont PERENNIALS O SYMBOL � COMMON NAME BOTANICAL NAME MATURE MATURE WATER SUN/SHADE SIZE AND HEIGHT SPREAD USE SPACING LTC Little Trudy Catmint Nepeta'Psfike' 8-12" 18-24°" Low Sun 1 Gallon Cont AGS Angelina Stonecrop Sedum rupestre 'Angelina' 4-6" 12-18" Low Sun 1 Gallon Cont AJS Autumn Joy Stonecrop Sedum'Autumn Joy' 18-24" 12-18" Low Sun 1 Gallon Cont PAF Partridge Feather Tanacetum densum amani 6-81' 18-24" Very Low Sun 1 Gallon Cont ...�.:: �::.:: °:` •�: SOD 90 / 10 Fescue/Bluegrass Mix y a NATIVE SEEDING - DRYLAND MIX y y a y y y y Pawnee Buttes Seed Mixes (www.pawneebuttesseed.com): .V V y PBSI Low Grow Mix Application Rate: 5 LBS/1,000 SF 32nd and Kir)iin Landscape Plans Wheat Ridge, Colorado GENERAL LANDSCAPE NOTES 1. ALL LANDSCAPING SHALL BE IN CONFORMANCE WITH SECTION 26-502 OF THE WHEAT RIDGE CODE OF LAWS. 2. ALL FENCING SHALL BE IN CONFORMANCE WITH SECTION 26-603 OF THE WHEAT RIDGE CODE OF LAWS. 3. ALL LOW PERENNIAL AND GROUNDCOVER PLANTING AREAS SHALL BE MULCHED WITH SHREDDED WESTERN RED CEDAR WOOD MULCH, AT A DEPTH OF 2". WEED BARRIER FABRIC IS NOT REQUIRED UNDER WOOD MULCH. 4. ALL OTHER PLANTING BED AREAS SHALL BE MULCHED WITH 1-1/2" GRAY ROSE MULTI -COLORED RIVER ROCK, AT A DEPTH OF 3", INSTALLED OVER PERMEABLE WEED BARRIER FABRIC. DO NOT INSTALL EDGING BETWEEN WOOD MULCH AND ROCK MULCH AREAS. 5. SOD EDGER SHALL BE 14 GAUGE ROLLED TOP STEEL EDGING (DARK GREEN COLOR) IN THE LOCATIONS SHOWN ON THE PLANS. EDGER IS NOT REQUIRED WHERE SOD ABUTS CONCRETE. 6. ALL AREAS TO BE LANDSCAPED SHALL HAVE ORGANIC AMENDMENTS THOROUGHLY INCORPORATED INTO THE SOIL AT A RATE OF 5 CUBIC YARDS PER 1,000 SQUARE FEET, AND TILLED TO A DEPTH OF 6 INCHES. 7. ALL SOD AREAS, BED AREAS, AND LANDSCAPE AREAS SHALL BE FINE GRADED PRIOR TO INSTALLATION OF NEW PLANT MATERIAL. ROCKS, WOOD, AND ANY MATERIAL LARGER THAN 1 " IN DIAMETER SHALL BE REMOVED FROM ALL PLANTING AREAS PRIOR TO SODDING AND PLANTING NEW MATERIALS. 8. EXISTING TURF, SHRUBS, TREES, AND PLANT MATERIAL TO BE REMOVED SHALL BE FULLY REMOVED FROM THE SITE, INCLUDING ALL ROOTS. 9. ALL LANDSCAPED AREAS SHALL BE WATERED BY A FULLY AUTOMATIC UNDERGROUND IRRIGATION SYSTEM. 10. SOD AREAS SHALL BE ZONED SEPARATELY THAN BEDS, AND SHALL BE IRRIGATED VIA POP-UP SPRAY HEADS PROVIDING FULL (HEAD TO HEAD) COVERAGE. HEADS SHALL BE COMMERCIAL GRADE WITH REPLACEABLE NOZZLES, PRESSURE REGULATORS, AND CHECK VALVES. 11. BED AREAS SHALL BE ZONED SEPARATELY THAN SOD AREAS, AND SHALL BE IRRIGATED BY INDIVIDUAL DRIP EMITTERS TO EACH PLANT. DRIP COMPONENTS SHALL BE COMMERCIAL GRADE RAIN -BIRD OR EQUAL POINT SOURCE EMITTERS, WITH ALL PLANTS RECEIVING IRRIGATION. 12. FOR ANY NATIVE SEEDED AREAS ON SLOPES GREATER THAN 2:1, STRAW BLANKETS SHALL BE USED TO SECURE SEEDING AND PREVENT EROSION. PLANTING DETAIL FOR ALL TREES & B&B SHRUBS DO NOT CUT LEADER N.T.S. PRUNE IMMEDIATELY PRIOR TO PLANTING USE NYLON TREE STRAPS AT END OF WIRE (EVERGREEN TREES ONLY) 24" LENGTH BY 3/4 DIA. P.V.C. MARKERS (TYP.) OVER WIRES 12 GAUGE GALVANIZED WIRE USE 3 GUY ASSEMBLIES FOR EVERGREENS, AND TREES OVER 3" CALIPER 24" LENGTH BY 3/4 DIA. P.V.C. MARKERS (TYP.) OVER WIRES 3" DEPTH SPECIFIED MULCH. PULL MULCH AWAY FROM TRUNK. MULCH TO 6" OUTSIDE OF STAKES. (PROVIDE 24" RADIUS WOOD MULCH RING WHEN PLANTING IN NATIVE GRASS AREAS) TOP OF ROOT FLARE SHALL BE 3" ABOVE GRADE OUTSIDE OF PIT. TREATED WOOD POST WITH GROMMETED NYLON STRAPS. USE TWO GUY WIRES ES: STALL WATERING SAUCER IN NATIVE AREAS. )NSTRUCT 6" HEIGHT WATERING RING FOR INITIAL 1/2(X) W 1/2(X) WATERING. REMOVE IN SOD AREAS PRIOR TO MULCHING. 3. AFTER SEPTEMBER 1 ST, INSTALL 4" TREE TAPE ON DECIDUOUS TREES FROM 6" OFF THE GROUND TO THE FIRST BRANCH. REMOVE PROMPTLY IN SPRING. 4. COMPLETELY REMOVE WIRE BASKET, ALL TWINE & PLASTIC. REMOVE BURLAP OFF TOP 2/3 OF BALL. 5. FILL PLANT PIT WITH 1/2 SPECIFIED SOIL MIX AND 1/2 PIT SOIL. SHEET KEY N.T.S. TRACT A LANDSCAPE PLAN SHEET L3 - TRACT C LANDSCAPE PLAN SHEET L3 i II �1_j i i ell u u ENTRANCE mll LANDSCAPE PLAN I' A\0 SHEET L3 32nd AVE. I PLANTING DETAIL FOR SHRUBS, AND ALL CONTAINER PLANTS LARGER THAN 1 GALLON N.T.S. SET TOP OF ROOT BALL 1" HIGHER THAN THE FINISHED BED GRADE 1 SPECIFIED MULCH- CAREFULLY TUCK MULCH - AROUND EACH PLANT (PROVIDE 12" RADIUS WOOD MULCH RING WHEN PLANTING IN NATIVE GRASS AREAS) �L4 {t4 '`, rev''. <:S: � •` LOOSEN SIDES OF PLANT PIT, AND WATER THE FILL IN WELL TO ELIMINATE LARGE AIR POCKETS NOTES: 1. PRUNE ALL DEAD OR DAMAGED BRANCHES PRIOR TO, AND AFTER PLANTING. 2. CRUMBLING OR BROKEN ROOT BALLS WILL BE REJECTED. 3. DIG PLANT PIT TWICE AS WIDE AND HIGH AS CONTAINER. 4. TAKE CARE NOT TO DAMAGE ROOT BALL WHEN REMOVING THE PLANT FROM IT'S CONTAINER. 5. FOR ALL PLANTS IDENTIFIED WITH WATER USE OF "LOW" OR "VERY LOW" ON THE PLANT LIST, KEEP WOOD MULCH 2" BACK FROM TRUNK OR STEM. 6. FILL PLANT PIT WITH 1/2 SPECIFIED SOIL MIX AND 1/2 PIT SOIL. 7. SCORE ROOT BOUND ROOT BALLS TO FREE UP ROOTS. PLANTING DETAIL FOR PERENNIALS, ANNUALS, & ALL CONTAINER PLANTS 1 GALLON OR SMALLER N.T.S. O.C. SPACING 2-1/4" OR 4" SIZE PLANT MATERIAL AS SPECIFIED ON THE PLANT LIST ° SPECIFIED MULCH- CAREFULLY TUCK MULCH AROUND o EACH PLANT TO PREVENT THE SMALL PLANTS FROM DRYING OUT (PROVIDE 8" RADIUS WOOD MULCH RING WHEN PLANTING IN NATIVE GRASS AREAS) PLANTING BED SOIL- AMENDED PER SPECIFICATIONS O UNLESS A FORMAL PATTERN IS CALLED FOR, PLACE OO O O PLANTS AROUND THE PERIMETER OF THE PLANTING AREA FIRST, THEN FILL IN THE CENTER RANDOMLY AND O AVOID CREATING "ROWS" NOTE: IF INDIVIDUAL PLANT LOCATIONS ARE NOT SHOWN ON THE LANDSCAPE PLAN, SPACE PLANTS AT THE O.C. SPACING SHOWN ON THE LANDSCAPE PLANT LIST Call 3 business days in advance before you dig, grade, or excavate for the marking of underground member utilities .00 A r OUTDOOR DESIGN GROUP WW'W.ODGDESIGN.COM OuTDOQR DEs}iGN GRow INC. 5690 WEBSTER STREET ARVADA4 CO 80002 (303)993-4811 (� 0 Z 0 J 0 0 U N b) 0 N CV Ce Owner: Work Shop Colorado 4373 Jason Street Denver, CO 80211 workshop-colorado.com Landscape Plans Issue Date D e: A j4otes. 06- - lient Review 063-25-20 City Submittal 08�-a iy Submittal 09-20-2 %ity Submittal 12-16-20 City Submittal PREPARED UNDER THE SUPERVISION OF - , I\o G-��O Fob Ns Q GO � - T MATTHEW G. CORRION COLORADO RLA #155 This document and the designs and ideas herein are the property of Outdoor Design Group, Inc. for use as an instrument of the professional services pursuant to the Agreement for this specific project between the Client and Outdoor Design Group. This document and the designs and ideas herein shall not be used, disseminated, or duplicated for any other project or for any other commercial use without the written consent of Outdoor Design Group, Inc. Sheet L 1 Landscape Cover Sheet & Plant List OVERALL LANDSCAPE PLAN I F� STRAW BLANKET SHALL BE USED TO SECURE NATIVE SEEDING W EROSION. NATIVE SEEDING WILLIRRIGATED WITH LANDSCAPELEGEND AND PREVENT A TEMPORARY IRRIGATION SYSTEM UNTIILEESTABLISHMENT1-TCH 2 -LIP 3 -STS z IRRIGATION HEADS WILL BE CONNECTED TO EACH ADJACENT LOT._ + J (SEE SHEET L1 FOR FULL PLANT LIST) TBR 1 -AUS y • r y y / r r r y r y r aF,1 DECIDUOUS • r ' r r y + SHADE TREES y " y y • r • " ROCK MULCH �� - 7/r " y y " " • r " " • r t":'.:I 1-WEC y y r mar- - - -. :-'� y y • r • y • r .w `'� ORNAMENTAL TREES STRAW BLANKET SHALL BE USED TO SECURE NATIVE SEEDING '� r y " " y • " " " " r " •':;... 01-KYC r r y y r r y y r r AND PREVENT EROSION. NATIVE SEEDING WILL BE IRRIGATED WITH " " r y y y • , y " " " y " • • r r y ':,�I A TEMPORARY IRRIGATION SYSTEM UNTIL ESTABLISHMENT. r y r r• y�r t y y \ r"• y ''_ EVERGREEN TREES IRRIGATION HEADS WILL BE CONNECTED TO EACH ADJACENT LOT. 1 -GAO " ' y y " ' " " y y " • y • • • . • • " " � " r y y " y r " r " " " " " • y `."� • RETAINING \ / • • • y y y • " • r " • " y • r " " r " " r " " �',�` WALL \ � • r • r y r r y y • y • +, " �• • y • " I ly • r " " " " y • r " r • y r ''�'I�II� 1 -LIP � (SEE CIVIL aCO DECIDUOUS SHRUBS • r y y r r r r y • y r ' r • r r r• r" y .^yy� 1 -THC y• y• ry •r y " "•- SHEETS) EVERGREEN SHRUBS ORNAMENTAL GRASSES PERENNIALS DRYLAND NATIVE SEED 4' HT. FENCE 6' HT. PRIVACY FENCE STRAW BLANKET SHALL BE USED TO SECURE NATIVE SEEDING AND PREVENT EROSION. NATIVE SEEDING WILL BE IRRIGATED WITH A TEMPORARY IRRIGATION SYSTEM UNTIL ESTABLISHMENT. IRRIGATION HEADS WILL BE CONNECTED TO EACH ADJACENT LOT. 4' HT. FENCE — G� • r / y r � r y END FENCE AT OR BEFORE WALL 1—AUS \ / y RETAINING WALL y (SEE CIVIL SHEETS) • r r y 1—GAO 1—GSG 1—WEC SIGHT TRIANGLE NOTES 1. NO FENCES ALLOWED WITHIN THE SIGHT DISTANCE TRIANGLES. 2. NO PLANTS THAT GROW TALLER THAN 3' ARE ALLOWED WITHIN THE SIGHT DISTANCE TRIANGLES. r y r y • r • y FENCE NOTES 1. SEE DETAIL J, SHEET L4, FOR HOW TO TRANSITION BETWEEN 4' HT. AND 6' HT. FENCES. 2. NO FENCES ALLOWED WITHIN SIGHT DISTANCE TRIANGLES. 6' HT. WOOD F PRIVACY L4 FENCE 1—ENO 1—SHL 6' HT. WOODF PRIVACY L4 FENCE 1—SHL 1—ENO 6' HT. WOOD F PRIVACY L4 FENCE STREET POLE LIGHT (TYP.) 1-WEH 1 -SHL PEDESTRIAN POLE LIGHT (TYP.) ROCK MULCH FENCE -- ------------------ ------------ ---------- � SIGHT DISTANCE —a W 8 W a W I 8 32nd AVE. W I TRIANGLE i I A I IC _� ��, � 6"w SCALE:1 "=40' Call 3 business days in advance before you dig, grade, or excavate for the marking of underground member utilities 00 =Y OUTDOOR —DESIGN GROUP— 'V4 WW.ODGDESIGN.COM OUTDOOR DESIGN GR©UP, INN. 5690 WEBSTER STREET ARVADA, CO 80002 (303)993-4811 (� 0 Z 0 J _0 0 U i N 'y�,0 `^V a) CV Ce Owner: Work Shop Colorado 4373 Jason Street Denver, CO 80211 workshop-colorado.com Landscape Plans Issue D�tps D e: otes: 062 - tient Review C6-25-20 C'V Submittal 0 -2 - \6 y Submittal 09-_30- City Submittal 12-16-20 Citv Submittal PREPARED UNDER THE SUPERVISION OF .00 - \0 .00 Ir oN �G MATTHEW G. CORRION COLORADO RLA #155 This document and the designs and ideas herein are the property of Outdoor Design Group, Inc. for use as an instrument of the professional services pursuant to the Agreement for this specific project between the Client and Outdoor Design Group. This document and the designs and ideas herein shall not be used, disseminated, or duplicated for any other project or for any other commercial use without the written consent of Outdoor Design Group, Inc. Sheet L2 Overall Landscape Plan I LANDSCAPE PLAN - TRACT A SEE SHEET L2 FOR ALL PLANT CALL -OUTS �i y/ -y y y r ly v i JJ 6' HT. WOOD F PRIVACY FENCE L4 ♦ �II • • : SII II • s �R ♦ I I I `J RETAINING WALL (SEE CIVIL SHEETS) ' �• III ' f ♦ •11 I ' 0 10, 20' 40' LANDSCAPE PLAN - TRACT C LANDSCAPE PLAN - ENTRANCE MONUMENT SIGN END OF 4' PRIVACY FENCE L4 4' HT. WOOD PRIVACY FENCE q4,) 6' HT. WOOD PRIVACY FENCE -\ V 8"SS 6' HT. FENC i SEE SHEET L2 FOR ALL PLANT CALL -OUTS 9 SS _W LEST 4' HT. FEN ' y y y .v V y y y y y ♦♦♦ -V y ♦ V V y y ♦♦ SIGHT DISTANCE TRIANGLE V L4V 111 . VV\J\JU 1I'll vP'xV I I LIVVL "SSJ a J ROCK MULCH l■ %moon 32nd AVE. NOTES: 1. ALL LANDSCAPING WITHIN THE SIGHT DISTANCE TRIANGLES MUST CONFORM TO THE CITY CODE REGARDING HEIGHTS. NO PLANTS OR OTHER OBJECTS CAN BE TALLER THAN 36 INCHES WITHIN THE DESIGNATED SIGHT DISTANCE TRIANGLE CLEAR ZONE AREAS. 2. SEE DETAIL J, SHEET L4, FOR HOW TO TRANSITION BETWEEN 4' HT. AND 6' HT. FENCES. 3. NO FENCES ALLOWED WITHIN SIGHT DISTANCE TRIANGLES. ' 0 10' 20' 40' • _t SCALE:1 "=20' I I SIGHT DISTANCE TRIANGLE END OF 4' PRIVACY V4' HT. WOOD FENCE PRIVACY I vL4 FENCE 6' HT. WOOD PRIVACY K"F FENCE L4 3 TH-OF HT. E y �� y♦ y , y y y •v r y y y ♦ y y y y ♦ y y♦♦ y V y �♦ -------- 55' 1►1 0 10' 20' 40' t SCALE:1 "=20' LANDSCAPELEGEND(SEE SHEET L1 FOR FULL PLANT LIST) y y y y y y y y y y .v .v y y y SHEET KEY DECIDUOUS SHADE TREES ORNAMENTAL TREES EVERGREEN TREES DECIDUOUS SHRUBS EVERGREEN SHRUBS ORNAMENTAL GRASSES LARGE PERENNIALS LOW PERENNIALS & GROUNDCOVERS DRYLAND NATIVE SEED N.T.S. TRACT A LANDSCAPE PLAN SHEET L3 - TRACT C LANDSCAPE PLAN SHEET L3 � I � u ENTRANCE mil — LANDSCAPE PLAN l2 1 �o SHEET L3 32nd AVE. �I Call 3 business days in advance before you dig, grade, or excavate for the marking of underground member utilities .00 OUTDOOR DESIGN GROUP 'V4 WW.ODGDESIGN.COM OUTDOOR DESIGN GR©UP, INN. 5690 WEBSTER STREET ARVADA, CO 80002 (303)993-4811 (� 0 Z 0 J _0 0 — U m Im CV C0 Owner: Work Shop Colorado 4373 Jason Street Denver, CO 80211 workshop-colorado.com Landscape Plans I��ue Da��es Dae: otes: 06- - tient Review ll25-20 Cid Submittal 0 -2 Submittal 09-26- "ity Submittal 12-16-20 City Submittal PREPARED UNDER THE SUPERVISION OF MATTHEW G. CORRION COLORADO RLA #155 This document and the designs and ideas herein are the property of Outdoor Design Group, Inc. for use as an instrument of the professional services pursuant to the Agreement for this specific project between the Client and Outdoor Design Group. This document and the designs and ideas herein shall not be used, disseminated, or duplicated for any other project or for any other commercial use without the written consent of Outdoor Design Group, Inc. Sheet L3 Detail Landscape Plans SLOPE PLANTING DETAIL FOR ALL TREES & B&B SHRUBS 3:1 S MAX N.T.S. DO NOT CUT LEADER. PRUNE IMMEDIATELY PRIOR TO PLANTING 12" NYLON TREE STRAP WITH GROMMETS ON GUY WIRE. DO NOT TWIST STRAPS TO TIGHTEN AROUND TRUNK 24" LENGTH BY 3/4 DIA. P.V.C. MARKERS (TYP.) OVER WIRES 12 GAUGE GALVANIZED WIRE USE NYLON TREE STRAPS AT END OF WIRE (EVERGREEN TREES ONLY) USE 3 GUY ASSEMBLIES FOR EVERGREENS, AND TREES OVER 3" CALIPER 24" LENGTH BY 3/4 DIA. P.V.C. MARKERS (TYP.) OVER WIRES EXISTING GRADE 3" DEPTH SPECIFIED MULCH. PULL MULCH AWAY FROM TRUNK. MULCH TO 6" OUTSIDE OF STAKES. (PROVIDE 24" RADIUS WOOD MULCH RING WHEN PLANTING IN NATIVE GRASS AREAS) 3" WATERING BERM ON LEVEL GARDE TOP OF ROOT FLARE SHALL BE 3" ABOVE GRADE OUTSIDE OF PIT. TREATED WOOD POST WITH GROMMETED NYLON STRAPS. USE TWO GUY WIRES 1/2(X) (X) 1/2(X) NU I E5: 1. INSTALL WATERING SAUCER IN NATIVE AREAS. 2. CONSTRUCT 6" HEIGHT WATERING RING FOR INITIAL WATERING. REMOVE IN SOD AREAS PRIOR TO MULCHING. 3. AFTER SEPTEMBER 1 ST, INSTALL 4" TREE TAPE ON DECIDUOUS TREES FROM 6" OFF THE GROUND TO THE FIRST BRANCH. REMOVE PROMPTLY IN SPRING. 4. COMPLETELY REMOVE WIRE BASKET, ALL TWINE & PLASTIC. REMOVE BURLAP OFF TOP 2/3 OF BALL. 5. FILL PLANT PIT WITH 1/2 SPECIFIED SOIL MIX AND 1/2 PIT SOIL. SLOPE PLANTING DETAIL FOR SHRUBS, AND ALL CONTAINER PLANTS LARGER THAN 1 GALLON N.T.S. EXISTING GRADE SET TOP OF ROOT BALL 1" HIGHER THAN THE FINISHED BED GRADE SPECIFIED MULCH- CAREFULLY TUCK MULCH AROUND EACH PLANT (PROVIDE 12" RADIUS WOOD MULCH RING WHEN PLANTING IN NATIVE GRASS AREAS) 3" WATERING BERM ON LEVEL GRADE LOOSEN SIDES OF PLANT PIT, AND WATER THE FILL IN WELL TO ELIMINATE LARGE AIR POCKETS NOTES: 1. PRUNE ALL DEAD OR DAMAGED BRANCHES PRIOR TO, AND AFTER PLANTING. 2. CRUMBLING OR BROKEN ROOT BALLS WILL BE REJECTED. 3. DIG PLANT PIT TWICE AS WIDE AND HIGH AS CONTAINER. 4. TAKE CARE NOT TO DAMAGE ROOT BALL WHEN REMOVING THE PLANT FROM IT'S CONTAINER. 5. FOR ALL PLANTS IDENTIFIED WITH WATER USE OF "LOW" OR "VERY LOW" ON THE PLANT LIST, KEEP WOOD MULCH 2" BACK FROM TRUNK OR STEM. 6. FILL PLANT PIT WITH 1/2 SPECIFIED SOIL MIX AND 1/2 PIT SOIL. 7. SCORE ROOT BOUND ROOT BALLS TO FREE UP ROOTS. 6' HT. WOOD PRIVACY FENCE N.T.S. ""v"" CEDAR POST 'CEDAR ;ETS CEDAR NGERS 10i STEEL EDGER GALVANIZED STEEL PINS @ 5' ON CENTER MIN., OR AS NEEDED DOUBLE -PIN AT EDGES %" MAX. VISIBLILITY OF TOP OF EDGER NOTES: 1) CURVED EDGER IS INTENDED TO BE CONSTRUCTED WITH SMOOTH FLOWING CURVES, ANYTHING OTHER THAN SMOOTH FLOWING CURVES WILL BE REJECTED. 2) (10') TEN FOOT SECTIONS SHALL BE USED WITH ONE PIN PER (5) FIVE FEET OF EDGING 3) PIN SHALL SECURELY ENGAGE EDGING 4) EDGING SHALL HAVE A MINIMUM OF (12") TWELVE INCHES OF OVERLAP BETWEEN SECTIONS 5) INSTALL PER MANUFACTURER'S SPECIFICATIONS WITH TOP OF EDGING X2 " ABOVE COMPACTED FINISHED GRADE. FINISHED GRADE TO BE COMPACTED ON EITHER SIDE OF EDGING TO MAINTAIN STABILITY. 6) WHEN ABUTTING CURB OR CONCRETE, TOP OF EDGING MUST BE FLUSH WITH TOP OF HARDSCAPE. RETAINING WALL 8" Min. Low Permeable Soil Retained Soil ' I=11 I�-III= Unit Drainage Fill -I (3/4" Crushed Rock or Stone) =I I11= Approximate Limits it of Excavation 4" Perforated PVC Drainage Tile RETE TH kCTED GRAVEL N.T.S. IW_\I17101 COMPACTED SUB -GRADE 14 GAUGE ROLLED SAFETY TOP STEEL EDGER ELEVATION VIEW 00 0 N.T.S. Cap Keystone Compac Unit 1" - 1 1/4" 8„ Finished Grade = 24" 0) a IIIII�IIIII�IIIII�IIIII�IIIII�IIIII III—III—III—III—' Unreinforced Concrete or Crushed Stone Leveling Pad Wrapped in Filter Fabric (If Required) Foundation Soil Typical Gravity Wall Section Compac Unit - 1" Setback MANUFACTURER'S DETAIL 1) ALL WALLS TO BE 36" MAX. HEIGHT 2) BLOCK SPECIFICATION: KEYSTONE, "Compac Unit, Straight Face" 3) COLOR: "Tan", "Brown", or "Grey" 4) TYPE: STRAIGHT FACE 4' HT. FENCE 8'-0" MAX N.T.S. 4"X4" CEDAR POST 1 "X6" CEDAR PICKETS 2"X4" CEDAR STRINGERS 4' HT. TO 6' HT. FENCE TRANSITION N.T.S. 1 "X6" CEDAR PICKETS 4"X4" CEDAR POST .00 Call 3 business days in advance before you dig, grade, or excavate for the marking of underground member utilities =Y OUTDOOR —DESIGN GROUP— OUTDOOR DESIGN GF-oup, INN. 5690 WEBSTER STREET ARVADA, CO 80002 (303)993-4811 Owner: Work Shop Colorado 4373 Jason Street Denver, CO 80211 workshop-colorado.com Landscape Plans Pgrf°'r ps S. _ I�Sgue Dais D e: A Aotes: 06- - tient Review -25-20 CLtv Submittal 0 -2 - ,6 y Submittal 09-30- City Submittal 12-16-20 Citv Submittal PREPARED UNDER THE SUPERVISION OF 0�kS �G DN MATTHEW G. CORRION COLORADO RLA #155 This document and the designs and ideas herein are the property of Outdoor Design Group, Inc. for use as an instrument of the professional services pursuant to the Agreement for this specific project between the Client and Outdoor Design Group. This document and the designs and ideas herein shall not be used, disseminated, or duplicated for any other project or for any other commercial use without the written consent of Outdoor Design Group, Inc. Sheet L4 Landscape Details CONCRETE 4 DEPTH COMPACTED GRAVEL 4' HT. TO 6' HT. FENCE TRANSITION N.T.S. 1 "X6" CEDAR PICKETS 4"X4" CEDAR POST .00 Call 3 business days in advance before you dig, grade, or excavate for the marking of underground member utilities =Y OUTDOOR —DESIGN GROUP— OUTDOOR DESIGN GF-oup, INN. 5690 WEBSTER STREET ARVADA, CO 80002 (303)993-4811 Owner: Work Shop Colorado 4373 Jason Street Denver, CO 80211 workshop-colorado.com Landscape Plans Pgrf°'r ps S. _ I�Sgue Dais D e: A Aotes: 06- - tient Review -25-20 CLtv Submittal 0 -2 - ,6 y Submittal 09-30- City Submittal 12-16-20 Citv Submittal PREPARED UNDER THE SUPERVISION OF 0�kS �G DN MATTHEW G. CORRION COLORADO RLA #155 This document and the designs and ideas herein are the property of Outdoor Design Group, Inc. for use as an instrument of the professional services pursuant to the Agreement for this specific project between the Client and Outdoor Design Group. This document and the designs and ideas herein shall not be used, disseminated, or duplicated for any other project or for any other commercial use without the written consent of Outdoor Design Group, Inc. Sheet L4 Landscape Details O a N gni F BASIN ID 5YR MINOR STORM RUNOFF COEFFICIENT 100YR MAJOR STORM RUNOFF COEFFICIENT AREA IN ACRES UTILITY NOTIFICATION CENTER FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. 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REVISION: or DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 04 - DMINAGE Ng DRAINAGE PLAN DRN OF 42 1"=40' U) W U Z W D W � � W Cl) J Z W Q � D Q � w O w = O(D U) Z Y J � O z � � 6B-1 9-002 �,bbott psso CAA 1�9 cYz g p\'l COPYRIGHT 2020 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: or DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 04 - DMINAGE Ng DRAINAGE PLAN DRN OF 42 1"=40' N RM F BASIN ID 5YR MINOR STORM RUNOFF COEFFICIENT 100YR MAJOR STORM RUNOFF COEFFICIENT AREA IN ACRES UTILITY NOTIFICATION CENTER T�e Promisecom FOR MARKING OF UNDERGROUND MEMBER UTILITIES. L&L ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. _ ! 1 _ J_ . DESIGN POINT i %J) — — — — — — — Y � PROPERTY LINE / �,/ ./ Z/v' moi- -. 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE BASIN BOUNDARY _00 000,00, '� 000,00,f 000, / s� r✓/ 11 30 0 15 30 60 / r � � — ' / / / �% ,r5505 22.41 ' ORIGINAL SCALE. 1 30 HORIZ. / .0-1\ /�• � � �,r 1 .�19"E / �� —. 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REVISION: DATE: 12/15/2020 DRAWN BY: RGL CHECKED BY: NAL 04 - DMINAGE.dwg EXISTING DRAINAGE BASINS X DRN OF 42 1"=30' From: no-renlv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: SITE Work Permit - Large Developments Only Date: Wednesday, March 3, 20213:37:09 PM SITE Work Permit - Large Developments Only Items Needed to Submit THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Do you have the Signed Proof of Submission Form to Water District, Signed Proof following ready to of Submission Form to Sanitation District, Signed Proof of attach to this Submission Form to Fire District application? These forms are required to submit for plan review. Upload Proof of Hilltop Estates - Water Plans (1).odf Submission to Water District Upload Proof of Recorded Easement Aareement with Hilltop Submission to Estates(00812393 xAF7F5)1.Ddf Sanitation District Upload Proof of Hilltop Estates -Water Plans (1) 1.odf Submission to Fire District Step 2 PROPERTY INFORMATION Property Address 32nd & Kipling Property Owner Name Work Shop Holdings, LLC Property Owner Phone 303-949-5945 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email brad@workshop-colorado.com Address CONTRACTOR INFORMATION General Contractor or Laudick & Laudick Engineering Architect's Business Name Contact Name for Plan Robert Laudick Review Comments Contact Phone Number 614-582-5642 (enter WITH dashes, eg 303-123-4567) Contact Email Address Robert@laudickeng.com for Plan Review Comments Plan Review Contact robert@laudickeng.com Email DESCRIPTION OF WORK Detailed Scope of Infrastructure work for 14 single family houses Work - Example: New Commercial Building for Roger's Grocery Market Square Footage of 291852 New Construction Upload Approved 32nd Kipling - Infrastructure Cost EstimataLa Estimated Cost Summary showing On - Site Improvments Upload Full Size Set of HILLTOP ESTATES -CDs -6th Submittal.pdf Civils Upload Engineer SWMP with Detaiisv 3 - Laud ick- Hilltop LAND Ddf Stamped copy of approved CCP (Construction Control Plan) Project Value (On-site 616127.13 Valuation Approved Improvements Only) PLAN REVIEW FEE IS REQUIRED AT TIME OF SUBMITTAL Attach City of Wheat Electronic Payment Form - Revised 5-1-20 Ridge Electronic Fillable 202005011620013849 202006081141368198.pdf Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Robert Laudick Permit Email not displaying correctly? View it in your browser. City of COMMER CIA LIMUL TI- FA MIL Y �7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW COMMUNITY Date: 3/4/2021 Location: 10317 W 32nd Ave ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a single-family subdivision located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required ✓ Yes No C. Site drainage/grading have been reviewed and are: ✓ OK Not OK; see stipulations 3. ✓ CDPS Permit & SWNIP Approved: ✓ Yes No _ N/A 4. ✓ Public Improvements to be comnleted: a. street paving/patching: ✓ Yes No b. curb & gutter/drivecut ✓ Yes No C. sidewalk: ✓ Yes No d. standard street lights: ✓ Yes _ No e. pedestrian lights: ✓ Yes _ No f. storm sewer: ✓ Yes No g. Letter of Credit (LOC) required: ✓ Yes No h. Funds in lieu of construction: TT Yes ✓ No If an LOC or funds in lieu of are required, has it been received? Yes �✓ No 5. ✓ SIA/PIA required and received 6. ✓ Traffic impact analysis required & approved: ✓ Yes No ✓ Yes No 7. ✓ If yes, was it approved by the Director of Public Works? ✓ Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: ✓ Yes No If not, what is required: N/A If R.O.W. is required, has the deed been received? ✓ Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. L� 3/4/2021 Signature Date 10._a Stipulations: A Grading Certification accompanied by an ILC or updated CCP w/ spot elevations shall be required prior to issuance of the final C.O. for the building. 11. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage/Grading Certification Letter with by As -Built plans or updated CCP shall be required prior to the issuance of the Certificate of Occupancy. Rev 04/2020 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 3/4/2021 Location of Construction: 10317 W 32nd Ave Purpose of Construction: Single-family subdivision Single Family El Commercial El Multi -Family _a Sitework 571 Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 $ 600.00 $ 200.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 300.00 4' submittal (full initial review fee): ................................................. $600.00 $ 600.00 All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Pennit issuance): $1,800.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATE: 3/4/2021 ADDRESS: 10317 W 32nd Ave Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 720-429-6051 Sincerely, Signature CC: File w .ci.wheatridgexo.us Rev 0420 APPROVED Phone 6145e2-5642 y Laubl=kRL4°°"kEngl"�"ng Phone By Jordan Jefferies at 3:25 pm, Jan 08, 2021 Email roberll5laudickeno com CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/8/2021 RECEIVED 1/8/2021 Hilltop Estates Private Improvements Puplic Improvements Improvements Unit Unit Cost Quantity Total Cost Quantity Total Cost Asphalt Concrete ABC (Class 6) CV $ 5200 $ 250 $ 13,000.00 Asphalt Pavement TON $ 12100 $ 1031 $ 124788.81 Attached Sidewalk C&G 6"Thk LF $ 8800 $ 1603 $ 141,064.00 Internal 5Sidewalk (6"Thk) SV $ 5500 72 $ 3 978 33 $ Hanicap Ramp EA $ 4 500 00 $ 2 $ 9,000.00 Walls Concrete SF $ 4500 1799 $ 80,955.00 $ Subtotal $ 84.93A.33 $ 287,852.81 Storm Sewer 18 HOPE LF $ 5500 239 $ 13145.00 $ 24 HOPE LF $ 7000 181 $ 12,670.00 $ 30 HOPE LF $ 7500 97 $ 7275.00 $ 36 HOPE LF $ 9000 264 $ 23,760.00 $ 24 PCP LF $ 9500 $ 48 $ 4560.00 Inlet N o Iast24" EA $ 2 350 00 3 $ ],050.00 $ Inlet(Nyoplast 30") EA $ 4,00000 2 $ 8,000.00 $ Inlet WG Inlet) EA $ 7 500 00 1 $ 7500.00 $ Inlet (Quad WR Inlet EA $ 13,00000 1 $ 2 $ 26,000.00 Stone Manhole EA I $ 4 500 00 1 $ 4500.00 1 $ Connectto Existing Stone Inlet EA $ 5,000 00 1 $ 5,000.00 $ Undermund Detention LS $ 100,00000 1 $ 100,000.00 $ Barracuda WaterGuality Device LS $ 30,00000 1 $ 30,000.00 $ Jet ,& Camera Sewer Lines EA $ 3 500 00 1 $ 3500.00 $ Sanitary Sewer Subtotal $ 222,400.00 $ 30,560.00 Connect to Existinq SandarV Manhole EA $ 20,00000 1 $ 20,000.00 $ Bore Across Kipling EA $ 8 500 00 1 $ 8"PVC Sanitary LF $ 4500 1015 $ 45,675.00 $ 4'CIA SandarV Manhole EA $ 5 500 00 8 1 $ 44,000.00 $ Sanitary Service Connection EA I $ 1 500 00 14 $ 21,000.00 $ Air Test, Jet ,& Camera Sewer Line EA $ 2 500 00 1 $ 2500.00 $ Water Subtotal $ 133,175.00 8"x8"Wet Tap Ki lin EA $ 33,00000 1 $ 33,000.00 $ 8"x8"Wet Tap (32nd) EA $ 15,00000 1 $ 15,000.00 $ Boring across Kipling EA $ 4 500 00 1 $ 8"C900 Waterline LF $ 5500 984 $ 54120.00 $ 8" MJ Gate Valve and Box EA $ 2500 00 5 $ 12,500.00 $ 8"x8"MJTee EA $ 1 275 00 $ $ 8" MJ Honzontal Bend EA $ 1,00000 5 1 $ 5,000.00 $ 8 M Solid Sleeve EA I $ 75000 1 $ 750.00 $ 8 M Tapped Cap EA $ 1,00000 $ $ 8"MJPIu EA $ 10,00000 $ $ 8" Mechanical rewound EA $ 6500 00 1 $ 6500.00 $ Fire Hydrant Assembly EA $ 9 500 00 3 $ 28,500.00 $ 2"Tem orar BlowoffAssembl EA $ 3,00000 $ $ 3/4" Water Service Connection EA $ 3,00000 14 $ 42,000.00 $ Fill ,Flush ,&Pressure Test Water Line EA $ 3 500 00 1 $ 3500.00 $ Until mprovemen s Subto $ 200,870.00 2' Doweled Sidewalk SV $ 7500 $ 113 $ 8,48333 Removals Sidewalk LS I $ 12,00000 $ 1 $ 12,000.00 Wall (Concrete) SF $ 6000 178 $ 10,704.00 $ 8' Wide Drain Pan SV $ 70 00 57 $ 4,00556 57 $ 4,00556 Traffic Control LS $ 10,00000 1 $ 10,000.00 $ Kipling ROW Improvemeni Subtotal $ $ 24,488.89 6' Detached Sidewalk SV $ 60 00 $ 400 $ 24,000.00 Wall Concrete SF $ 3500 648 $ 22,680.00 1 $ Traffic Control LS $ 20,00000 1 $ 20,000.00 $ Subtotal $ 42,680.00 $ 24,000.00 Lighting Pedestrian Light 12' EA $ 8,00000 $ 5 $ 40,000.00 Street turn 20' EA $ 10,00000 $ 5 $ 50,000.00 Street turn 30' EA $ 12,00000 $ 3 $ 36,000.00 Street Light (Mounted on Existing Pole) EA $ 4,00000 $ $ $ $ 126,000.00 Contingency 4 25% 123,225.43 oa: 708,767.89 $ 616,127.13 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/8/2021 RECEIVED 1/8/2021 i City of Wheat Ridge Site Work Permit PERMIT - 202100419 PERMITT NO: 202100419 ISSUED: 03/26/2021 JOB ADDRESS: 10317 W 32nd Ave EXPIRES: 03/26/2022 JOB DESCRIPTION: Hilltop Estates - Infrastructure for 14 single family homes - 291,852 sq ft total *** CONTACTS *** OWNER (818)312-2696 HILL TOP ESTATES, LLC GC (720)746-9240 BRAD WEIMAN 180180 WORKSHOP DENVER *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 708,767.89 FEES Total Valuation 0.00 Plan Review Fee 3,160.01 Use Tax 14,884.13 Permit Fee 4,861.55 Engin. Review Fee 1,800.00 ** TOTAL ** 24,705.69 *** COMMENTS *** *** CONDITIONS *** I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable bmlding codes, and all applicable mulucippal codes, policies and procedures, and that I am !bed owner or have been authonzed by the legal owner of the property and am authonzed to obtun this penmt and perform the work descnbed and approved in conlunctron Neth this ernut. I further attest that I am leg�ally authonzed Tp include all entities named Nnthin this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180. days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the ongmal ppenmt fee. 3. If this peimtt expires, a new permit maybe required to be obtuned. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Budding and Inspection Services Division m accordance Neth established policy of all regcored mspectrons and shall not proceed or conceal work ithoutwrten approval of such work from the Budding and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any /gpphcab)e code or any ordinance or regulation of this jurisdiction. Approval of work is subject to held inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 1* � � i City of Wheat Ridge Site Work Permit PERMIT - 202100419 PERMIT NO: 202100419 ISSUED: 03/26/2021 JOB ADDRESS: 10317 W 32nd Ave EXPIRES: 03/26/2022 JOB DESCRIPTION: Hilltop Estates - Infrastructure for 14 single family homes - 291,852 sq ft total *** CONTACTS *** OWNER (818)312-2696 HILL TOP ESTATES, LLC GC (720)746-9240 BRAD WEIMAN 180180 WORKSHOP DENVER *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 708,767.89 FEES Total Valuation 0.00 Plan Review Fee 31160.01 Use Tax 14,884.13 Permit Fee 41861.55 Engin. Review Fee 11800.00 ** TOTAL ** 24,705.69 *** COMMENTS *** *** CONDITIONS *** I, by my signature, do hereby attest that the work to, be performed shall comply with all accompanying approved plans and specifications, applicae building codes, and all applicable municpal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 03/26/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. ♦SII City Of �7�Iheatdge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500W.29th Ave. Wheat Ridge,CO 80033-8001 P: 303.235.2846 F: 303.235.2857 February 3, 2021 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 10251 and 10317 West 32" Avenue 3200 3203 3215 3224 3227 3239 3248 3263 3272 3275 3287 and 3296 Hillside Drive CURRENT ADDRESS: Vacant Land • Tract/Key: 50, Section: 28, Parcel #: 39-281-00-022 • Tract/Key: 59, Section: 28, Parcel #: 39-281-00-026 • Tract/Key: 36, Section: 28, Parcel #: 39-281-00-027 NOTES: This is acourtesv notification. AUTHORIZED DISTRIBUTION: DA 1. Property Owner 2. Addressingpjeffco.us Jefferson County Assessor: Data Control, Lacey Baker, Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to arlene.a.vickrev(a_�usps.eov; mariamr.szasz&usps.goy; carmen.e.euarezffuepe.gov; theresa.a.krafI&j sps.eov, Jennifer.m.sanchez&usps.eov 6. Xcel Energy, jacob.van.laere&xcelenergv.com 7. Century Link, Aaron.KellerpCenturvlink.COm 8. Comcast, scott moore&cable.comcmt.com 9. Consolidated Mutual Water Company: engineerinp&cmwc.net 10. Westridge Sanitation District kdahhiZdwestrideesan.comcmtbiz.net 11. Fire Dep[s: plameview&westmetrofire.org 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.ci.wheatridge.co.us Vicinity Map Hill.Hill 263^s = / i /3248 `3M Hills de Dr may$ 3, 239 Hillside Or �3u A/l rflr Hillsd 4' g�Jy 32l -3215tijHeD �Jef ,$V, D� W. 32nd.Ave A