GENERAL NOTES B504-CC STRUCTURE EXCAVATION AND BACKFILL SHALL BE AS SHOWN ON THE PLANS. CONTRACTOR SHALL COORDINATE IF EXISTING OR FUTURE STRUCTURES, PIPES, FOUNDATIONS OR GUARDRAIL POSTS WHICH ARE WITHIN THE ENGINEER OF RECORD (EOR) MAY MODIFY WORKSHEETS IN PARTS OR WHOLE; HOWEVER EXPANSION JOINT MATERIAL SHALL MEET AASHTO SPECIFICATION M213. REINFORCED EARTH VOLUME INTERFER WITH THE NORMAL PLACEMENT OF THESE DESIGN CRITERIA AND SET OF DAMAGE AVOIDANCE DETAILS (DAD) REPRESENT CDOT STRUCTURAL DESIGN POLICIES SHALL BE MAINTAINED AS MINIMUM REQUIREMENTS. REINFORCMENT AND SPECIFIC DIRECTION HAS NOT BEEN PROVIDED ON THE DAD SHALL INCLUDE BUT NOT BE LIMITED TO COPING, RAIL ANCHOR SLAB/BEAM, GRADE 60 REINFORCING STEEL IS REQUIRED. PLANS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER TO DETERMINEWHAT WATERPROOFING MEMBRANE/DRAIN, TRUNCATED BASE EXCAVATION/BACKFILL, TOP COURSE OF ACTION SHOULD BE TAKEN. MOST EXTENDED SOIL REINFORCEMENTS, PANEL JOINTS, CLOSE SPACED GRS, WIRE ALL REINFORCING STEEL SHALL BE EPOXY COATED UNLESS OTHERWISE NOTED. BASKET/WRAP AROUND, RSF/RSW AND CONCRETE LEVELING PAD/STEP/FRP STOPPER, ETC. THE WALL CONTRACTOR IS RESPONSIBLE FOR GRADUALLY DEFLECTING N DENOTES NON COATED REINFORCING STEEL. UPPER REINFONCING AND GEOMEMBRANE DOWNWARD TO AVOID CONFLICTS LIVE LOAD SURCHARGE = 2'-0" OF SOIL WITH PAVING AND SUBGRADE PREPARATION. VEHICULAR HORIZONTAL IMPACT = 10 KIP CONCRETE COLOR FOR ALL MSE BLOCK SHALL BE DARK BROWN COLOR NO. 30108. BACKFILL (CLASS 1) THE CONTRACTOR IS RESPONSIBLE FOR CONTROLLING STORM WATER STRUCTURAL CONCRETE EXPOSED TO SOIL SHALL CONFORM TO CEMENTITIOUS MATERIALS DRAINAGE IN VICINITY OF THE WALL DURING CONSTRUCTION. STORM WATER = 34 REQUIREMENTS CLASS 2, CORRESPONDING TO SULFATE EXPOSURE CLASS 2. RUNOFF IS TO BE CONTROLLED AND DISCHARGE AWAY FROM THE WALL AND UNIT WEIGHT OF SOIL = 125 PCF REINFORCED BAKFILL FOR CONFORMING DRY CONDITION. THE TOP OF LEVELING PAD ELEVATIONS SHOWN FOR MSE WALLS ARE THE HIGHEST REINFORCED CONCRETE: ALLOWABLE ELEVATIONS. IN NO CASE SHALL THE TOP OF THE LEVELING PAD BE LESS COMPACTION AND OPERATION EQUIPMENT SHALL BE KEPT A MINIMUM UNIT WEIGHT OF CONCRETE = 150 PCF THAN 1'-6" FROM FINISHED GRADE AT THE FRONT FACE. DISTANCE OF 3'-0" FROM BACK FACE OF GRS OR MSE WALLS. COMPACTION CONCRETE CLASS D (WALL): f'c = 4500 PSI WITHIN 3'-0" OF GRS OR MSE WALLS SHALL BE ACHIEVED WITH AT LEAST REINFORCING STEEL: fy = 60,000 PSI THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR EPOXY COATED THREE (3) PASSES OF LIGHTWEIGHT COMPACTION MECHANICAL TAMPER, REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION 602.06. THESE SPLICE ROLLER OR VIBRATORY SYSTEM. NO COMPACTION DENSITY TESTS SHALL BE ) y

l LENGTHS SHALL BE INCREASED BY 25% FOR BARS SPACED AT LESS THAN 6" ON CENTER. TAKEN WITHIN THE 3 FT. ZONE. n O

e

g BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11 IF STRUCTURES IN EXCESS OF 20' IN HEIGHT OCCURE, THE FINISHED a t

S GRADE IN FRONT OF THE WALL SHALL BE PLACED AND COMPACETED

ABBREVIATIONS USED y

r SPLICE LENGTH FOR BEFORE WALL CONSTRUCTION EXCEEDSA HEIGHT OF 20'. FINISHED GRADE a n i CLASS B CONCRETE 1'-3" 1'-7" 2'-6" 3'-5" 4'-6" 5'-8" 7'-2" 8'-10" BACKFILL SHALL BE COMPACTED TO 95% OF THE ASTM D-698, METHODS 'C' m

i BM1 = Quantities of Structure Backfill (Class 1) without Shoring (CY/LF) l

e OR 'D'. UNLESS OTHERWISE DIRECTED BY THE ENGINEER. r DH or z = Design Height (or Avg. height for qty. calculations) (ft.) P SPLICE LENGTH FOR ( DRSF = Depth of Reinforced Soil Foundation (ft.) CLASS D CONCRETE 1'-3" 1'-7" 2'-5" 2'-10" 3'-8" 4'-8" 5'-11" 7'-3" EM = Quantity of Structure Excavation without Shoring (CY/LF) THE CONTRACTOR SHALL MAKE AN INDEPENDENT REVIEW AND ANALYSIS OF 1 H = Height of Excavation at Wall Layout Line (ft.) WHEN THE CONTRACTOR ELECTS TO SUBSTITUTE EPOXY COATED REINFORCEMENT FOR ALL HANDLING, LOADING, LIFTING AND ERECTION. THE CONTRACTOR SHALL MRS = Quantitiy of Mechanical Reinforcement for Prescribed Soil Zone (CY/LF) BLACK REINFORCING BARS, THE MINIMUM LAP SPLICE SHALL BE AS DESCRIBED ABOVE. s DEVISE AND EXCUTE PROJECT SPECIFIC PROCEDURES FOR HANDLING,

e PLG = Pay Length for Geomembrane (ft.) t

a LOADING AND LIFTING WHICH COMPLY WITH ALL FEDERAL, STATE AND

D RL = Reinforcement Length (ft.) THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE AND LOCAL SAFTY LAWS, REGULATIONS AND REQUIRMENT AND ALL APPLICABLE n 6 o RSF = Quantities of Reinforced Soil Foundation (CY/LF)(Excavation, i 1 EXCAVATION DURING CONSTRUCTION.

s CONTRACT REQUIREMENTS. - i 9 v Reinforcement & Backfill) e 0

R WRSF = Width of Reinforced Soil Foundation (ft.) STATIONS, ELEVATIONS, AND DIMENSIONS CONTAINED IN THESE PLANS ARE CALCULATED BP = Bearing Pressure (TSF.) FROM A RECENT FIELD SURVEY. THE CONTRACTOR SHALL VERIFY ALL DEPENDENT DESIGN CRITERIA E

T D = Depth of Block or Total panel depth

A DIMENSIONS IN THE FIELD BEFORE ORDERING OR FABRICATING ANY MATERIAL. MECHANICALLY STABILIZED EARTH (MSE) OR GEOSYNTHETIC REINFORCED SOIL (GRS) WALL D DHWE = Design Height Water Elevation DESIGN CRITERIA:

L DRSF = Depth of RSF as Specified by Engineer

A THE INFORMATION SHOWN ON THESE PLANS CONCERNING THE TYPE AND LOCATION OF I

T DRSW = Depth of RSW = Soil Reinforcement Spacing s I UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. THE 1. MEET AASHTO LRFD AND/OR FHWA GRS ABUTMENT DESIGN METHOD FOR 75 YEARS e i N t I RSF = Reinforced Soil Foundation (CY)(Excavation, Reinforcement & Backfill) i

t CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE AND DESIGN LIFE. n RSW = Reinforced Soil Wrapper (SY)(Reinforcement) a LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE u y

Q WRSF = Width of RSF as Specified by Engineer B y THERETO. 2. MEET OSHA EXCAVATION OR 29 CFR 1926 (TYPE-A SOIL, TYPE-B SOIL, IN BETWEEN B s WRSW = Width of RSW = 3'-0" (Typ.) e d i TYPE A AND STABLE ROCK) REQUIREMENTS. t e i k t DH (Avg) = Average Wall Design Height n c THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT a e u h 1-800-922-1987 AT LEAST 2 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR 3. MEET NO HYDROSTATIC PRESSURE ASSUMPTION WITH CLASS I BACKFILL AND @ = SPACED AT Q C BOT. = BOTTOM TO ANY EXCAVATION OR OTHER EARTHWORK. ASSOCIATED DRAINAGE DETAILS. n

E CLR. = CLEAR g T d .

A CONT. = CONTINUOUS C D WORKING DRAWINGS SHALL BE SUBMITTED TO THE PROJECT ENGINEER FOR THE PRECAST C 4. MEET TEST LEVEL TL-4 RAILING (TYPE 7 OR 10 WITH RAIL ANCHORING SLAB OR C = CENTERLINE - L

4 COPING, GEOMEMBRANE AND DOWN DRAIN PRIOR TO FABRICATION. L MICRO PILE CAP BEAM). EJM = EXPANSION JOINT MATERIAL 0 A 5 I

- LB = POUND T

I B l N _ i THE STATIONS AND OFF SETS SHOWN ARE ALONG WALL LAYOUT LINE MAX. = MAXIMUM

I 5. MEET EXTREME EVENT I; NO ANALYSIS FOR SEISMIC PERFORMANCE ZONES (SPZ) 1-3; t a e t MIN. = MINIMUM e e AND REFERENCE WALL STATIONS AS SHOWN ON THE CONTRACT PLANS. EARTHQUAKE LOAD (EQ) RESISTANCE WALL DETAILS FOR IMPROVED SEISMIC h D

S PCF = POUNDS PER CUBIC FOOT

\ PERFORMANCE AS STIPULATED IN WORKSHEETS ARE REQUIRED. y y

F STA. = STATION B B D

FOR LOCATION AND ALIGNMENT OF ADJACENT WALLS, OR STRUCTURES SEE OTHER

P d TYP. = TYPICAL d

e

e CONTRACT WALLS AND RELATED AS-BUILT PLAN. l d k 6. BOTH CORE WALLS (UNIFORM SOIL REINFORCEMENT LENGTH (RL) EQUALS 70% i HMA = HOT MIXED ASPHALT n c a a t e DESIGN HEIGHT (DH) AND CLASS I BACKFILL IN EXTENDED TRAPEZOIDAL RETAINED

h

e ABC = AGGREGATE BASE COURSE n D C g IF MANHOLES, PILES, OR DROP INLETS ARE PRESENT, THEY SHALL BE DETAILED IN THE ZONE) AND TRUNCATED BASE WALLS (WITH MINIMUM RL EQUALS 45% DH OR 4 FEET) 03 BP = BP FOR 2:1 INFINITE SLOPE d

t 04 BP = BP FOR 2:1 BROKEN SLOPE E SHOP DRAWINGS. MEET A SINGLE GLOBAL FACTOR OF SAFETY (FS) OF 1.3 OR RESISTANCE FACTOR e T e

A Le = LENGTH OF REINFORCEMENT IN RESISTING ZONE (FT) h EQUALS 0.75 WITH DETAILED BORING, SOIL CLASSIFICATION AND GEOTECHNICAL D s

k Tmax = APPLIED FACTORED LOAD IN REINFORCEMENT r IF PILES ARE LOCATED WITHIN THE REINFORCED EARTH VOLUME, THEY SHALL REPORT. o

L H sigmma = FACTORED HORIZONTAL STRESS W A BE DRIVEN PRIOR TO CONSTRUCTION OF REINFORCED EARTH OR GRS WALL UNLESS A I \ DHu = DESIGN HEIGHT OF UPPER TIERED WALL

T p I o METHOD TO PROTECT THE STRUCTURE, WHICH IS ACCEPTABLE TO THE 7. PROVIDE APPLIED MAX FACTORED TOE STRESS AND MEET FOUNDATION BEARING n N t DHl = DESIGN HEIGHT OF LOWER TIERED WALL I g k i

s ENGINEER, AND IS PROPOSED AND APPROVED IN WRITING BY THE ENGINEER. s PRESSURE (BP) REQUIREMENT. Zu = UPPER REINFORCEMT DEPTH e e D D Zl = LOWER REINFORCEMT DEPTH \ y h y n

B OS = OFFSET B e

y d

d OC = ON CENTER u e e g n k OD = OUTSIDE DIAMETER n g c i \ s e

s TETA = EXISTING SLOPE ANGLE h e r D C e BETA = ANGLE OF SLOPE s U \

: Print Date:9/6/2016 C Sheet Revisions As Constructed Project No./Code Colorado Department of Transportation M File Name:Sheet_B-504-CC.dgn Date: Comments

A Init. GENERAL NOTES

4201 East Arkansas Avenue Project Number 2 Horiz. Scale:NTS Vert. Scale: As Noted No Revisions:

5 : Room 107 7 1 : Staff Bridge Branch-Unit 0XXX Unit Leader Initials Denver, CO 80222 Designer: XXXXXXXX WALL-X-XX-XX 9 Revised: Structure Code

h Phone:303-757-9309 FAX:303-757-9197 Numbers n Detailer: XXXXXXXX WALL-X-XX-XX e y u Staff Bridge Branch Initials Void: Sheet Number g Sheet Subset: Wall Subset Sheets: WXX of XX n