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HomeMy WebLinkAboutSDP201700033 Other 2017-10-19Dunlora Park Albemarle County, Virginia NOTES: 1. THE GEOTECHNICAL ENGINEER SHALL EVALUATE THE FOUNDATION SOILS PRIOR TO AND DURING CONSTRUCTION. UNSUITABLE SOILS SHALL BE REMOVED AND REPLACED WITH PROPERLY COMPACTED FILL AS RECOMMENDED BY THE OWNER'S GEOTECHNICAL ENGINEER. UNSUITABLE SOILS ARE DEFINED AS ANY SOILS THAT DO NOT HAVE SUFFICIENT BEARING CAPACITY OR CAUSE EXCESSIVE WALL SETTLEMENT. 2. SOILS USED IN THE REINFORCED ZONE SHALL MEET THE REQUIREMENTS AS SHOWN IN NOTE 3 BELOW. OTHER MATERIALS SHALL REQUIRE APPROVAL BV THE WALL DESIGNER. 3. NOTE:PARAMETERS BELOW TO BE VERIFIED DURING CONSTRUCTION BY GEOTECHNICAL ENGINEER. REINFORCED SOIL: FILL FOR THE REINFORCED ZONE SHALL HAVE A LIQUID LIMIT <- 40, A PLASTICITY INDEX < 15, AND 540% FINES (-200 SIEVE). 28 DEGREES, MOIST UNIT WEIGHT= 125 pd; RETAINED SOIL. 28 DEGREES, MOIST UNIT WEIGHT = 125 pd. FOUNDATION SOILS: 28 DEGREES, MOIST UNIT WEIGHT = 125 pcf. DRAINAGE STONE: 38 DEGREES, MOIST UNIT WEIGHT= 115 pcf. (VDOT IN, 57 STONE FOR DRAINAGE) LEVELING PAD STONE: 38 DEGREES, MOIST UNIT WEIGHT= 135 pcf. (VDOT2IA/B FOR LEVELING PAD) 4, NO SUBSTITUTIONS OF THE MATERIALS SHOWN ON THESE DRAWINGS SHALL BE PERMITTED UNLESS APPROVED BY DOMINION ENGINEERING ASSOCIATES, INC. (DEA) 5. WALLALIGNMENT AND GRADE SHALL BE BASED ON SURVEY CONTROL BY OTHERS. WALL GRADES BASED ON THE REVISED GRADING PLAN BY COLLINS ENGINEERING, DATED 03/23117. B. ANY ALIGNMENT OR GRADE CHANGES MADE IN THE FIELD OR PROPOSED BY THE OWNER'S CIVIL DESIGNER, OR THE CONTRACTOR SHALL BE IMMEDIATELY REPORTED TO DEA SO THAT EVALUATION AND EFFECT ON DESIGN CHANGES, IF NECESSARY, CAN BE MADE BY DEA. OMINIQ�N 7. QUALITY CONTROL AND QUALITY ASSURANCE TESTING SHALL BE PERFORMED ON A FULL-TIME BASIS. THE SOILS AND MATERIALS PLACED IN THE REINFORCED ZONE SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS SHOWN IN THESE WALL DESIGN DRAWINGS. DOCUMENTATION SHALL INCLUDE FIELD DENSITY TEST RESULTS, FILL TYPE, LIFT THICKNESS, SOILS LABORATORY BULK SAMPLE TEST RESULTS (GRAIN SIZE, COMPACTION, ATTERBERG LIMITS, ETC), AND GEOGRID TYPE, LENGTH AND PLACEMENT ELEVATION. DENSITY TESTING OF SOILS USED IN REINFORCED ZONE IS NOT REQUIRED IF VDOT N0, 57 STONE IS USED FOR REINFORCED ZONE FILL. 8. COM PACT FILL TO 95% OF THE SOIL'S STANDARD PROCTOR DENSITY (ASTM D698) FOR THE ENTIRE WALL HEIGHT AT A MOISTURE CONTENT PRIOR TO COMPACTION WITHIN 3% OF THE SOIL'S OPTIMUM MOISTURE CONTENT, IF VDOT NO, 57 STONE IS USED IN THE REINFORCED ZONE, PLACE NO, 57 STONE IN LAYERS NO GREATER THAN 12 INCHES AND COMPACT WITH A MINIMUM OF 4 PASSES WITH A VIBRATORY COMPACTOR. COMPACTION WITHIN 4 FEET OF BACK OF BLOCK SHALL BE PERFORMED WITH LIGHTWEIGHT HAND -OPERATED EQUIPMENT AND IN THINNER LIFTS. 9. INSTALL ALL WALL COMPONENTS AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S INSTALLATION PROCEDURES AND RECOMMENDATIONS. 10. GUARDRAILAND/OR FENCE SHALL BE IN COMPLIANCE WITH LOCAL BUILDING CODE, STATEWIDE BUILDING CODE, OSHA REQUIREMENTS AND OTHER APPLICABLE AGENCY REQUIREMENTS. DESIGN IS BY OTHERS. 11. A PRECONSTRUCTION MEETING SHOULD BE HELD PRIOR TO ANY WALL CONSTRUCTION. ATTENDEES SHOULD INCLUDE OWNER, WALL DESIGN ENGINEER, WALL CONTRACTOR,SURVEYOR, AND EARTHWORK CONTRACTOR, 12. WALL CONTRACTOR SHALL PROVIDE CERTIFICATION LETTER TO OWNER WITHIN ONE WEEK OF WALL COMPLETION STATING THAT THE WALL WAS CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. WARRANTY FOR THE WALL SHALL BE AS AGREED UPON WITH THE OWNER AND STATED IN THE WALL BUILDER'S CONTRACT. "i DOMINION ENGINEERING ASSOCIATES, INC. a NA SI. MOORE > SHEETINDEX 8511 /NPIAN h/LLS GT, 5UlT� 202 Lic. No. 025397 l=P. EDFP1GK5DUP6 , VA 2240-7 87-e tin�LLELEVATION Tn LsoNVIEw �S`SIi�1N f�T. ��G A Sq— WALL SPECIFICATIONS ''1.-..I 0+0 0+10 0+20 0+30 0+40 0+50 0+60 0+70 BOTTOM WALL GRAPHIC SCALE 0 4 8 12 20 0+80 0+90 1+00'._� 1t+1 449- 448- 447- 446--- 445- 444- 443- 442- 441-- 440- 439- 438- 437- 4 36- 4 35 49- 448- 447- 446 ---445- 444- 443- 442- 441--- 440- 439- 438- 437- 436-- 435-434- 433 - 432- 431 -- 430 - 429 - 428 - 427- 426-- 425- 424- 423- 422- 421--- 420- 419 - 416 - 417- 416-- __ - - - -- -- ---- ------ 1,3D ---- 1+3p 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+102+2p 2+q0 BOTTOM WALL CONTINUED GRAPHIC SCALE 0 4 8 12 20 2+50 2+60 2+70 2+80 2+90 3+00 BOTTOM WALL CONTINUED 3+10 qq K 3+20 3+30 3+40 -449 -448 -447 446 -445 -4 4 -443 -442 - 441 -440 -439 -438 -437 - 436 -435 -434 -433 -432 -431 -430 -429 -428 -427 -426 - -425 -424 -423 -422 - 421 -420 -�-•-+ -419 - 418 -417 416 444----- 443- 442- 441- 440- 438- 43 - 4a443-442- 441-440- 436-437- 436- 435- 434- 431- 132- 43 1 - 434-433- 432- 431 - 43'- 429- 0,0 - 429- 6+0 0+10 r�� II IIII IIII IIII IIII IIII IIII IIII IIII-IIII IIII 0+20 0+30 0+40 0+50 0+60 0+7C II IIII IIII IIII IIII IIII II 0+60 0+90 1+00 GRAPHIC SCALE J,Tl 16 Jy� I -IA, z M. imooF� _ U Na 023;:97 -443 -442 - 441 -440 -436 -437 -436 -435 -434 -433 -432 -431 -430 .__ _, .-429 1+30 1+40 1+50 1+60 1+70 1+60 1+90 2+00 TOP WALL CONTINUED GRAPHIC SCALE J,Tl 16 Jy� I -IA, z M. imooF� _ U Na 023;:97 429- 428- 427-- 426 425- 4 4- 4 3- 42 -- 421- 420 419 29- 428- 427--426425- 424- 423- 422--421- 420419 418 417 416 415 414 413 412 411 410 409 408- 407------ 406- 405- 404- 403- 402 - 429 -428 _._.427 -426 -425 -424 -423 ---422 - 421 -420 raa 419 418 417 416 415 414 413 412 411 410 -409 -408 -406 -405 -404 -403 - -- -- -- 402 D+30 0+40 0+50 f Lira l r,. 0 '3-97 p TOP VIEW 8" BEVELED UNITS �11 V. -121f+" —J LIDE VIEW 811/2" LL=LLjTOP VIEW ONT VI STRAIGHT UNITS Anchar'I ^* Diamond Pro" DI NDIVIDUALBLOCK DEJAIl- t�N,VIToS(-ALL) 4nchorTM Dlamond PTO' D4. 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Nc. 02659/7/ '()NAL f Andwl Diamond Plo' D6 T\'PICAL OUPSID[ CORNER U�ITH REINF"ORCL'MF.NT ll];TAO_ t� 'Cl Cl 10 SCAT F) A Ichor'T' Diamond PIT), D3 IIINCE DEl AII,SOHhM/ATIC FINISHE (SLOPE' GEOTECHNICAL ENGINEER. iNl LING PAD SUBGRADE DOES NOT MEET THE REQUIRED OWA ALLBLE BEARING CAPANTYVTHE SUBGRADE SHALL BE EVALUATED BY THE GEOTECHNICAL ENGINEER TO PROVIDE RECOMMENDATIONS SO THAT REQUIRED BEARING CAPACITY IS MET, Anchm'M DBITNGld Pro'', J D2 IINPICAL UNDERCUTE)ETAIl. �, 53 'Nof TosCALE) R' S WALE LINED WITH SI�LE VLGETA'I'ION � TOPSOIL �S. E,. A"MIN. (& INC E S IFAIN ITY CLAY 5011. (& INCHES THICRMIN.1 MIN' TOPS.T, -- GEOMEMBRANE LINING (OPTIONAL) IMPCRMBABLP. CDNCRETH ORA e MMG C4 HICK MIND __ COMPACTED MMLL C D WALL REE -DRAINING DRAINING AGORHGATP(VDOT 11 STONE) AGGREGATE tLic..NG. clLScg97 M NOTE. SWALE RECOMMENDED BUT NOT REQUIRED IF NOT SHOWN ON CIVIL PLANS - Arncho,- Di—o nd I roN DA 'Y PICAL DR AINAGE SA1 ALE DE'I-AIL S� �(No l'TOSI, AI.I) CONCRETE SEGMENTAL RETAINING WALL SYSTEM PART 1 -GENERAL 1.01 SECTION INCLUDES A. RETAINING WALL SYSTEM CONSTRUCTED OF CONCRETE SEGMENTAL RETAINING WALL UNITS B. GEOSYNTHETIC REINFORCEMENT FABRIC C. LEVELING PAD BASE D. DRAINAGE AGGREGATE E. BACKFILL F. DRAINAGE PIPE G. ADHESIVES 1.02 REFERENCES A. AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS (AASHTO) 1. AASHTO M288 GEOTEXTILE SPECIFICATION FOR HIGHWAY APPLICATIONS 2. AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) 1. ASTM C140 STANDARD TEST METHODS FOR SAMPLING AND TESTING CONCRETE MASONRY UNITS AND RELATED UNITS 2. ASTM C1262 STANDARD TEST METHOD FOR EVALUATING THE FREEZE -THAW DURABILITY OF MANUFACTURED CONCRETE MASONRY UNITS AND RELATED CONCRETE UNITS 3. ASTM C1372 STANDARD SPECIFICATION FOR SEGMENTAL RETAINING WALL UNITS 4. ASTM D448 STANDARD CLASSIFICATION FOR SIZES OF AGGREGATE FOR ROAD AND BRIDGE CONSTRUCTION 5. ASTM D698 STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING STANDARD EFFORT (12,400 FT-LBF/F3) (600 KN-M/M3) 6. ASTM D1556 STANDARD TEST METHOD FOR DENSITY AND UNIT WEIGHT OF SOIL IN PLACE BY THE SAND CONE METHOD 7. ASTM D1557 STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING MODIFIED EFFORT (56,000 FT-LBF/F3) (2700 KN-WM3) H. ASTM D2487 STANDARD CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED SOIL CLASSIFICATION SYSTEM) 9. ASTM D2922 STANDARD TEST METHODS FOR DENSITY OF SOIL AND SOIL -AGGREGATE IN PLACE BY NUCLEAR METHODS (SHALLOW DEPTH) 10. ASTM D3034 STANDARD SPECIFICATION FOR TYPE PSM POLY VINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS 11. ASTM D4318 STANDARD TEST METHODS FOR LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS 12. ASTM D4595 STANDARD TEST METHOD FOR TENSILE PROPERTIES OF GEOTEXTILES BY THE WIDE -WIDTH STRIP METHOD 13. ASTM D5262 STANDARD TEST METHOD FOR EVALUATING THE UNCONFINED TENSION CREEP BEHAVIOR OF GEOSYNTHETICS 14. ASTM F405 STANDARD SPECIFICATION FOR CORRUGATED POLYETHYLENE (PE) TUBINGS AND FITTINGS 15. ASTM G51 STANDARD TEST METHOD FOR MEASURING PH OF SOIL FOR USE IN CORROSION TESTING C. NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA) 1. NCMA DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS, THIRD EDITION, FIFTH PRINTING (2010) 2. NCMASRWU-1 DETERMINATION OF CONNECTION STRENGTH BETWEEN GEOSYNTHETICS AND SEGMENTAL CONCRETE UNITS 3. NCMA SRWU-2 DETERMINATION OF SHEAR STRENGTH BETWEEN SEGMENTAL CONCRETE UNITS 1.03 DEFINITIONS 1. REINFORCED FILL: SOIL WHICH IS USED AS FILL BEHIND THE DRAINAGE AGGREGATE AND WITHIN THE REINFORCED SOIL MASS, 3. RETAINED SOIL: SOIL LOCATED IN THE AREA BEHIND THE REINFORCED ZONE. DRAINAGE AGGREGATE: MATERIAL USED WITHIN (IF APPLICABLE), BETWEEN, AND DIRECTLY BEHIND THE CONCRETE RETAINING WALL UNITS. �. FILTER FABRIC: MATERIAL USED FOR SEPARATION AND FILTRATION OF DISSIMILAR SOIL TYPES. -. FOUNDATION SOIL: SOIL MASS SUPPORTING THE LEVELING PAD AND REINFORCED SOIL ZONE OF THE RETAINING WALL SYSTEM. IMPERVIOUS FILL: SOIL PLACED AT THE GROUND SURFACE THAT REDUCES/IMPEDES THE FLOW OF WATER INTO THE REINFORCED ZONE. �. GEOSYNTHETIC REINFORCEMENT: MATERIAL SPECIFICALLY FABRICATED FOR USE AS A SOIL REINFORCEMENT. i. GLOBAL STABILITY: THE GENERAL MASS MOVEMENT OF A SOIL REINFORCED SEGMENTAL RETAINING WALL STRUCTURE AND ADJACENT SOIL MASS. GLOBAL STABILITY SHALL BE PERFORMED BY THE GEOTECHNICAL ENGINEER. I. PROJECT ENGINEER: GEOTECHNICAL ENGINEER SHALL BE EMPLOYED TO PERFORM SITE OBSERVATIONS, PROVIDE RECOMMENDATIONS FOR FOUNDATION SUPPORT. AND VERIFY SOIL PARAMETERS ON A FULL-TIME BASIS. 1.04 SUBMITTALS TO OWNER A. TEST REPORTS: INDEPENDENT LABORATORY REPORTS STATING MOISTURE ABSORPTION AND COMPRESSIVE STRENGTH PROPERTIES OF THE CONCRETE RETAINING WALL UNITS MEET THE PROJECT SPECIFICATIONS WHEN TESTED IN ACCORDANCE WITH ASTM 0140. 1.05 DELIVERY, STORAGE AND HANDLING A. DELIVER, STORE, AND HANDLE MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, IN SUCH A MANNER AS TO PREVENT DAMAGE. CHECK THE MATERIALS UPON DELIVERY TO ASSURE THAT PROPER MATERIAL HAS BEEN RECEIVED, STORE ABOVE GROUND ON WOOD PALLETS OR BLOCKING. REMOVE DAMAGED OR OTHERWISE UNSUITABLE MATERIAL, WHEN SO DETERMINED, FROM THE SITE. 1. EXPOSED FACES OF CONCRETE WALL UNITS SHALL BE FREE OF CHIPS, CRACKS, STAINS, AND OTHER IMPERFECTIONS DETRACTING FROM THEIR APPEARANCE, WHEN VIEWED FROM A DISTANCE OF 10 FEET. 2. PREVENT MUD, WET CEMENT, ADHESIVES AND SIMILAR MATERIALS WHICH MAY HARM APPEARANCE OF UNITS, FROM COMING IN CONTACT WITH SYSTEM COMPONENTS. 1.06 EXTRA MATERIALS A. FURNISH OWNER WITH REPLACEMENT UNITS IDENTICAL TO THOSE INSTALLED ON THE PROJECT, AS MAYBE REQUESTED BY OWNER. PART 2 -PRODUCTS 2.01 MATERIALS A. CONCRETE RETAINING WALL UNITS. 1. PHYSICAL REQUIREMENTS a. MEET REQUIREMENTS OF ASTM C1372, EXCEPT THE MAXIMUM WATER ABSORPTION SHALL BE LIMITED TO 7 PERCENT, AND UNIT HEIGHT DIMENSIONS SHALL NOT VARY MORE THAN PLUS OR MINUS 1116 INCH FROM THAT SPECIFIED IN THE ASTM REFERENCE, NOT INCLUDING TEXTURED FACE. b. UNIT FACE AREA: NOT LESS THAN 1.0 SQUARE FEET. COLOR: SELECTED BY THE OWNER FROM MANUFACTURER'S FULL RANGE OF STANDARD COLORS. d. FACE PATTERN GEOMETRY: SELECTED BY OWNER. e. TEXTURE: AS SELECTED BY OWNER. B. GEOSYNTHETIC REINFORCEMENT: AS SHOWN ON THE DRAWINGS. C. LEVELING PAD BASE: CRUSHED STONE MEETING THE REQUIREMENTS OF VDOT W.57 STONE OR 21A/B IS INCHES MINIMUM COMPACTED THICKNESS). D. DRAINAGE AGGREGATE: VDOT No. 57 STONE. E. REINFORCED FILL: AS STATED IN NOTE 3 OF COVER SHEET. F. IMPERVIOUS MATERIAL: CLAYEY SOIL OR OTHER SIMILAR MATERIAL WHICH WILL IMPEDE PERCOLATION INTO THE DRAINAGE ZONE BEHIND THE WALL. G. DRAINAGE PIPE: PERFORATED (BEHIND WALL) OR SOLID (THROUGH WALL) PVC OR CORRUGATED HDPE PIPE MANUFACTURED IN ACCORDANCE WITH D3034 AND/OR ASTM F4D5. H. CONSTRUCTION ADHESIVE'. EXTERIOR GRADE ADHESIVE AS RECOMMENDED BY THE RETAINING WALL UNIT MANUFACTURER. PART 3 -EXECUTION 3.01 EVALUATION A. EVALUATION SHOULD BE CONDUCTED BY THE OWNER OR OWNER'S DESIGNATED REPRESENTATIVE. B. EVALUATE THE AREAS AND CONDITIONS UNDER WHICH THE RETAINING WALL SYSTEM IS TO BE ERECTED, AND NOTIFY THE CONTRACTOR IN WRITING OF CONDITIONS DETRIMENTAL TO THE PROPER AND TIMELY COMPLETION OF THE WORK. DO NOT PROCEED WITH THE WORK UNTIL UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED. WALL CONTRACTOR SHALL VISIT THE SITE TO PERFORM SAME EVALUATION. C. PROMPTLY NOTIFY THE WALL DESIGN ENGINEER OF SITE CONDITIONS WHICH MAY AFFECT WALL PERFORMANCE, SOIL CONDITIONS OBSERVED OTHER THAN THOSE ASSUMED, OR OTHER CONDITIONS THAT MAY REQUIRE A REEVALUATION OF THE WALL DESIGN, 3.02 PREPARATION A. ENSURE SURROUNDING STRUCTURES ARE PROTECTED FROM THE EFFECTS OF WALL EXCAVATION. B. EXCAVATION SUPPORT, IF REQUIRED, IS THE RESPONSIBILITY OF THE CONTRACTOR, INCLUDING THE STABILITY OF THE EXCAVATION AND ITS INFLUENCE ON ADJACENT PROPERTIES AND STRUCTURES. C. OWNER OR OWNERS REPRESENTATIVE SHALL BE RESPONSIBLE FOR LOCATING ANY AND ALL UTILITIES IN THE WORK AREA PRIOR TO WALL CONSTRUCTION. UTILITY LOCATIONS SHALL BE IDENTIFIED IN THE FIELD AND SHOWN TO THE WALL CONTRACTOR'S SITE FOREMAN, 3.03 EXCAVATION A. EXCAVATE TO THE LINES AND GRADES SHOWN ON THE DRAWINGS. OVER -EXCAVATION SHOULD BE EVALUATED BY GEOTECHNICAL ENGINEER. REPLACEMENT OF OVEREXCAVATED SOILS WITH COMPACTED FILL SHALL BE AS RECOMMENDED BY GEOTECHNICAL ENGINEER, USE CARE IN EXCAVATING TO PREVENT DISTURBANCE OF THE BASE BEYOND THE LINES SHOWN. 3.64 FOUNDATION PREPARATION A. EXCAVATE FOUNDATION SOIL AS REQUIRED FOR FOOTING OR BASE DIMENSION SHOWN ON THE DRAWINGS, AND AS RECOMMENDED BY DEA. B. DEA SHALL EVALUATE FOUNDATION SOIL TO ENSURE THAT THE ACTUAL FOUNDATION SOIL STRENGTH MEETS OR EXCEEDS THAT INDICATED ON THE DRAWINGS. REMOVE SOIL NOT MEETING THE REQUIRED STRENGTH, OVERSIZE RESULTING SPACE SUFFICIENTLY FROM THE FRONT OF THE BLOCK TO THE BACK OF THE REINFORCEMENT, AND BACKFILL WITH SUITABLE COMPACTED BACKFILL SOILS. C. DEA SHALL EVALUATE WHETHER THE FOUNDATION SOILS WILL REQUIRE SPECIAL TREATMENT OR CORRECTION TO REDUCE TOTAL AND DIFFERENTIAL SETTLEMENT. D. FILL OVER -EXCAVATED AREAS WITH SUITABLE COMPACTED BACKFILL, AS RECOMMENDED BY DEA. 3.05 BASE COURSE PREPARATION A. PLACE BASE MATERIALS TO THE DEPTHS AND WIDTHS SHOWN ON THE DRAWINGS, UPON UNDISTURBED SOILS, OR FOUNDATION SOILS PREPARED IN ACCORDANCE WITH ARTICLE 3.04. 1. EXTEND THE LEVELING PAD LATERALLY AT LEAST 6 INCHES IN FRONT AND BEHIND THE LOWERMOST CONCRETE RETAINING WALL UNIT. 2. PROVIDE AGGREGATE BASE COMPACTED TO 8INCHES THICK (MINIMUM). B. COMPACT AGGREGATE BASE MATERIAL TO PROVIDE A LEVEL, HARD SURFACE ON WHICH TO PLACE THE FIRST COURSE OF UNITS, C. PREPARE BASE MATERIALS TO ENSURE COMPLETE CONTACT WITH RETAINING WALL UNITS. GAPS ARE NOT ALLOWED, SPECIFICATIONS CONTINUE ON NEXT SHEET.......... EngifiCeriHg�l4spciatEs.inc.