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HomeMy WebLinkAbout05060040 Proposed Segmental Retaining WallO cu U) 0 IL N c7 C6 IT N r CO 0 0 N 1 M r co U L r r 0 06 cO r co 0 N M O N i a� 3� SO a � IP GENERAL NOTES � IL �E G UIF ' E ► T A E T A I I 1 1 6TH INT ' E ET C T 6OF1 - P 1 HWAX_ O�DDOQ[�Q 1. THE OWNER'S GEOTECHNICAL ENGINEER /CONSTRUCTION TESTING FIRM MUST EVALUATE THE FOUNDATION SOILS PRIOR TO CONSTRUCTION,, UNSUITABLE SOILS (IF ANY), AS DETERMINED BY THE OWNER'S GEOTECHNICAL ENGINEER, SHALL BE REMOVED AND REPLACED WITH PROPERLY COMPACTED FILL SOIL AS DIRECTED BY THE GEOTECHNICAL ENGINEER. UNSUITABLE SAILS ARE DEFINED AS' ANY SOIL THAT DOES NOT HAVE SUFFICIENT BEARING CAPACITY OR WILL CAUSE EXCESSIVE WALL SETTLEMENT, INCLUDING BUT NOT LIMITED TO SOFT TO MEDIUM CLAYS OR ORGANIC SOILS. 2. THE OWNER OR OWNER'S REPRESENTATIVE HAS NOT PROVIDED SOIL PARAMETERS FOR THIS SEGMENTAL RETAINING WALL DESIGN. IN PREPARATION OF THIS WALL DESIGN, SOIL STRENGTH PARAMETERS WERE ASSUMED BY LEVEL 5 ENGINEERING. IF THE ON —SITE SAIL STRENGTH PARAMETERS ARE FOUND TO BE INCONSISTENT WITH THE DESIGN SOIL PARAMETERS. SPECIFIED BELOW, THIS DESIGN 1S NO LONGER VALID AND IT IS THE RESPONSIBILITY 0F7 THE OWNER OR OWNER'S REPRESENTATIVE TO NOTIFY THE CONTRACTOR AND LEVEL 5 ENGINEERING S4 THE RETAINING WALL SYSTEM CAN BE REDESIGNED. FAILURE TO NOTIFY THE CONTRACTOR AND LEVEL 5 ENGINEERING MAY RESULT IN FAILURE OF THE RETAINING WALL. 3. DESIGN SOIL PARAMETERS. REINFORCED SOIL, IMPORTED SELECT FILM PHI = 34 - DEGREES, GAMMA = 125 PCF. RETAINED SOIL, ON —SITE SILTY LEAN CLAY (CL), PHI = 28 DEGREES, GAMMA = 125 PCF AS )UMED . FOUNDATION SOIL, ON —SITE SILTY LEAN CLAY (CL), PHI = 28 DEGREES, GAMMA = 125 PCF (ASSUMED). 4. ANY EXCAVATION BELOW THE WALL SHOULD HAVE PROPER 1:1 LATERAL {AVERS {ZING. EXCAVATION QVERSlZ1NG SHOULD BE MEASURED FROM THE FRONT OF THE GRAVEL LEVELING PAD AND THE BACK OF THE LOWEST REINFORCEMENT LAYER. REFER TO DETAIL 1 ON SHEET W4. 5. THIS SET OF SEGMENTAL RETAINING WALL PLANS ARE TO BE APPLIED PER THE MAXIMUM WALL HEIGHTS SHOWN ON SHEET W3. IF SITE GRADING REQUIRES WALL HEIGHTS ABOVE THE MAXIMUMS SPECIFIED, ADDITIONAL WALL SECTIONS WILL NEED TO BE DESIGNED, 6. THIS SET OF SEGMENTAL RETAINING WALL PLANS ARE BASED SPECIFICALLY ON THE WALLS BEING CONSTRUCTED WITH ANCHOR DIAMOND PRO PROPOSED SITE PLAN STONE WALL ELEVATION —CUT DETAILS BLOCK DETAILS AND SPECIFICATIONS MIRAGRID 2XT REINFORCEMENT P ABSOLUTELY NO SUBSTITUTIONS ALLOWED, 7. LOCATION OF THE SEGMENTAL RETAINING WALL IN RELATION TO PROPERTY LINES, UTILITY EASEMENTS, WATERSHED EASEMENTS, OR ANY OTHER TYPE OFEASEMENTS ARE THE RESPONSIBILITY OF THE OWNER OR THE SITE CIVIL ENGINEER. LEVEL 5 ENGINEERING ASSUMES NO LIABILITY FOR THE LOCATION OF THE SEGMENTAL RETAINING WALL, OR IF CONSTRUCTION OF THE PROPOSED SEGMENTAL RETAINING WALLS ENCROACHES ANY PROPERTY LINES OR EASEMENTS. S. IT IS IMPERATIVE THAT THE SITE SURVEYING OF ALL SEGMENTAL RETAINING WALLS BE DONE BY THE SITE CIVIL ENGINEER OR SURVEYOR AND MUST BE BASED ON COMPUTER +1ENERATED SITE /GRADING PLANS. SURVEYING OF ALL SEGMENTAL RETAINING MALLS MUST TAKE INTO ACCOUNT THE DESIGN BATTER INDICATED ON THE ENCLOSED PLANS AND DETAILS. FAILURE TO TAKE INTO ACCOUNT WALL BATTER FOR SEGMENTAL RETAINING WALL SURVEYING WILL PRODUCE INCORRECT LOCATIONS OF ALL TOP OF WALLS AND SHALL BE CORRECTED AT NO COST TO LEVEL 5 ENGINEERING OR THE SEGMENTAL RETAINING WALL CONTRACTOR. NDEX FPA E W1 TITLE PAGE W2 PROPOSED SITE PLAN W3 WALL ELEVATION W4 DETAILS W5 DETAILS W6 SPECIFICATIONS I I REVISIONS 1#1 DATE IBYI NOTES ��l��iltiltl ►t111�,t t No. Sa * 19300173 r� 54E OF - � ttt,, NAB. t k o;/j -e CER7lFlED 8Y.- J DATE- 6-6-2006 Ll E rq C=-` 1 hJ E E FZ I N G A VIESTE LLG COMPANY 47 S. PENNSYLVANIA STREET, SUITE 600 INDIANAP LB, IN 46204 317- W&9900 FAX: 317-68&1617 IRVIN- ROGERS BRICK & BLOCK 116TH STREET CENTER - PHASE II CARMEL, INDIANA TITLE PAGE Project No.: Date: Drawn: Approved: 06- 064 -27 6/6/06 CEB TDM CAD Files: Sheet plumber 0606 4.27\dls r.\080"_27Wa11.DWG urj� 0 -4-1 _M Y L 0 EL ao �6 N r 0 N T_ _ CD a N M CD 3 U 7e 0 06 00 0 ch N M O O N L ♦♦C�D vJ R r n in w�..,I C_7 F C. '1 =•Y11 1'.r1...�thrf i►wwa - www.h +. t.}...0 S..A .MSi. L ! (t 7 NOTES: I. SEE SHEET "C2W FOR SOIL a050 CONTROL I 'ORMATI . SEE SHEETS 4C8016, "'C602" AND 'YC80Y FOR SITE DETAILS. S_ _SFF -BEET NC #' PnR l'P SPEP_MCATInMS. 46. ALL CONSTRUCTION WflHIN PUBLIC RI T-- OF - -WAY SHALE. BE PERFORMEO 'rN ADMA E WTI' tURFENT UTY CA fift STANDARD SPEMCA-fiog LATEST EDITIONP MAXIMUM I.,A %`,' SLOPE IS 3: '1. TW WNTRACTOR SH ALL - CONTACT A U 0WITY CWA iES TO LOCATE MAINS.- CONDUITS, SER4i LINES, ETC0.6 IN THE AFI" E M C SAM I AREA. EXIVING LMUIY SYRUCTUIRES AID SHOWN HEK IN ACCORDANCE "M TH AV MLA- BLE JN FORMA -RON. THE LOCATION AND PROTECTIO N OF UTILITY STRUCTURES, I"HEIR SUPPORT AND MANTMacE wnG cmsawim (w cwmam WITH AD GABLE U"flUTY- COMPANY) IS THP EXPR W " UTY OF 7HE WMACtok TC = TOP OF CURB TOP OF -CASENG. ALL SPOT ELEVA110NS ARE TO Mf..qHm GRADE. f r� J� � 1 r i r r �j 5 1 S t x T } #� WALL 1- GRADING 1101 scra,LE: N.T.S. b woo 4I �' XI - - -- - - -- -- r�4 r t 4 f x� f i 1v WAIR MNN �a ►C01 1. WALL GEOMETRY, LOCATIONS, SLOPES, AND SURCHARGE DADS FOR THE SEGMENTAL RETAINING WALL WERE MEASURED FROM THE SITE GRADING PLAN PREPARED BY MPA, DATED DECEMBER 16, 20059 AND PARTIALLY REPRODUCED AS SHOWN. IF CONDITIONS VARY IN THE FIELD FROM THOSE SHOWN ABOVE, THE ENGINEER OF RECORD MUST BE NOTIFIED PRIOR TO CONSTRUCTION TO REVIEW THE PLANS AND SPECIFICATIONS. MODIFICATIONS TO THESE PLANS AND SPECIFICATIONS MAY BE REQUIRED AFTER THE REVIEW, AND MAY TAKE UP TO 2 WEEKS TO COMPLETE. � REVISIONS � � # I DATE IBYJ I NOTES DAM- 6 -6-2006 LDEWDEM E N G I N E E R I N G A VIESTE LLC COMPANY 47 S. PENNSYLVANIA STREET, SUITE 600 INDLANAPO S, IN 45204 317 - 68"900 FAX: 317-686-1617 IR111N- ROGERS BRICK &BLOCK 116TH STREET CENTER -PHASE II CARMEL, INDIANA PROPOSED SITE PLAN (PARTIAL) Project No.: Date: Drawn: Approved: 06- 064 -27 6/6/06 CED TDM =Files: Sheet Number 06064 _27\d1sr.\W064...27Wd1J.DWG 1 C R C/ L C C� G Q Q CD 0 C) N C7 r CO C'7 tQ r w-+ C [V U CD r r i .0 L. 10 .5 V r r co C) N ch O C7 N i U U KA O A" co U) .N:: i O a LO r r O O N CY3 CD » -v �r CU 3 L % U T r L Q c� 06 s T co CD C'7 O O N z U) ;v W o� WDO ti3 � a � — FENCE OR RAILING (DESIGNED BY OTHERS) SLEEVE AND NON- SHRINK GROUT AROUND POST r— SLOPE MAY VARY CAP BLOCK Tali -. Ill` PENETRATE BLOCK 12 INCHES OF FREE DRAINING AGGREGATE REINFORCENENT LENGTH ill GEOSYNTHETIC REINFORCEMEKL DIAMOND PRO BLOCK in ANCHOR DIAMOND PRO 7 FENCE POST DETAIL W4 (NOT TG SCALE) 1d ANCHOR DIAMOND PRO 3 ANCHOR CAL BASE PREPARATION W4 (N OT T13 S CALE) SLEEVE AND NON - SHRINK De GROUT AROUND POST, SLEEVE INSTALLED DURING WALL ERECTION. 70 'ilitti Iii== , ,..,� - GRADE C:#* GEOSYNTHETIC REINFORCEMENT 2nd Layer FINISHED • - ■ si�:�ei ri — G" MINIMLIt,A COMPACTEi? GRANULAR BASE OR CONCRETE LEVELING PAD 1 1 1 was Was = WIDTH OF OVERSIZING De = DEPTH OF EXCAVATION L = LENGTH DF GEDSYNTHETIC REINFORCEMENT Was= (2 * De) +L +6' 1. EXCAVATION ©VERSIZING SHALL BE PERFORMED WHEN DEEMED NECESSARY BY THE PROJECT GEOTECHNICAL ENGINEER, IN ACCORDANCE WITH SECTION 3.04. SHEET W4. 2. WHEN EXCAVATION OVERSIZING IS DEEMED NECESSARY BY THE PROJECT GEOTECHNICAL ENGINEER, ATTENTION SHALL BE PAID TO THE LIMITS OF OVERSIZING WITH RESPECT T© THE RIGHT OF WAY LIMITS. IF OVERSIZING WORK OCCURS BEYOND THE RIGHT OF WAY LIMTS. THE CONTRACTOR MUST OBTAIN WRITTEN PERMISSION FROM THE AFFECTED PROPERTY OWNER(S) BEFORE PROCEEDING. �ANCHOR DIAMOND PRO 1:1 EXCAVATION OVERSIZING W4 J(NoT TD 'SCALE) CAR BLOCK SLOPE MAY VARY HAND CUT BLOCK UNITS -7 TO WITHIN 1/2n OF RIPE I i SCOUR PROTECTION —� AS REQUIRED. USE RIPRAP OR PRECAST SLAB IN OUTLET AREA (DESIGNED BY OTHERS) FACE Fffi" DIAMOND PRO BLOCK � - � -�X� INCHES OF FREE �- - _ ��DRAINING AGGREGATE . - = ��• GEOSYNTHETIC REINFORCEMENT 7 �I t W RIPRAP WRAP PIPE IN FILTER FABRIC TO REDUCE FINES -� WASHING OUT THE FACE 6" 6" MINIMUM COMPACTED GRANULAR BASE LEVELING PAD tI�� !� TU ANCHOR DIAMOND PRO �- THROUGH PIPE OUTLET DETAIL — LOW FLOW W4 AS CALE: 3 /13" - 1'-C °} 3' -Q" 2D' -O" 3' -0° . . . . . . . . . . [ !1 I SEE SITE PLAN FOR ACTUAL LOCATION OF SPILLWAY ANCHOR DIAMOND PROS K'05_ D ETA► t L AT SPILLWAY 1A/4 15CALE: 3/8" — V -D") � REVISIONS � # DATE BY I NOTES CERTIFIED BY: DATE: ,,14��j111 i 11 llit :19300133 Sri •~'��:::;,'.`:.�'f• Ni NA E N G I N E E R I N G A VIESTE LLC COMPANY 47 S. PENNSYLVANIA STREET, SUITE 600 INDIANAPOLIS, IN 46204 317-6a&9900 FAX: 317 -686-1617 IRVIN— ROCERS BRICK & BLOCK 115TH STREET CENTER — PHASE it CARMEL, INDIANA DETAILS Project No.: Date: Drawn: Approved: 06 064-27 6/5/05 CEB TOM CAD Files: Sheet Number 0,608 7\d1sc\06 +_2 +rcdLOwc 1 VV4 IN x I i C C u C cIrC C G a CY: C\ r C C C\' M1 `'. rr W 3 Li is 3 m L U S r r L O s C� r co O co N M O O N L 'm V! K-4 0 co En 0 l.1. c� co N 0 0 N ('7 V_ vi ca U L 06 r CO 0 M N r M O C) N i a� i' a� �v S� Cie pp q a woo �41'a a � Anchor Diamond Pro CONCRETE SEGMENTAL RETAINING WALL SYSTEM C. Leveling Pad Base 1. Aggregate Base: Crushed stone or granular fill meeting the following gradation as determined in accordance with ASTM 0448: Sieve Size Percent Passing 1 inch 100 No. 4 35 to 70 PART 1 - GENERAL No. 40 10 to 35 No. 200 3 to 10 1.01 SECTION %CLUDES A. Retaining watt system constructed of concrete segmental retaining wall units. 8. Geosynthetic reinforcement fabric C. Leveling pad base 0. drainage aggregate E. Backfilt F. Drainage pipe G. Adhesives H. Fifer Fabric 102 REFERENCES American Association of State Highway Transportation Officials (AASHTO) 1. AASHTO M288 Geotextile Specification for Highway Applications 2. AASHTO Standard Specifications for Highway Bridges B, American Society for Testing and Materials (ASTM) 1. ASTM [140 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 Mall Units ASTM 0448 Standard Classification for Sizes of Aggregate for Road and Bridge Construction 5. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Solt Using Standard Effort (12,400 ft- tbf /f3) (600 kN -m /m3) 6. ASTM D1556 Standard Test Method for Density and Unit Weight of Soil Ir. Place by the Sand Cone Method 7. ASTM x1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft- tbf /f3i (2700 kN -mJm3) ASTM D2487 Standard Classification of Soils for Engineering Purposes (Unified Sooil Classification System) 9. ASTM D2922 Standard Test Methods for Density of Soil and Soil- Aggregate lnPlace by Nuclear Methods (Shallow Depth) 10. ASTM 03034 Standard Specification for Type PSM Poty(Vinyt Chloride) (PVC) Sewer pipe and Fittings 11, ASTM 04318 Standard Test Methods for Liquid Limit, Plastic Limit, and Pasticity Index of Soils 12. ASTM 04595 Standard Test Method for Tensile Properties of Geotextiles by the Wide -Width Strip Method 13. ASTM 05262 Standard Test Method for Evaluating the Unconfined Tension Creep Behavior of Geosynthetics 4. ASTM F405 Standard Specification for Corrugated Polyethylene (PE) Tubngs and Fittings 15. ASTM G51 Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing National Concrete Masonry Association (NCMA) 1. NCMA Design Manual For Segmental Retaining Waits, Second Edition, Seccnd Printing (1997) 2. NCMA SRWU -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 DEFIN T ONS A. BackfHL• Soil which is used as fill behind the drainage aggregate, and within the reinforced soil mass (if applicable). B. Drainage Aggregate: Material used within (if applicable), between, and directly behind the concrete retaining wall units. C. Filter Fabric: Material used for separation and filtration of dissimilar soil types. D_ Foundation Sol[.• Soil mass supporting the leveling pad and reinforced sail zone of the retaining watt system. E. Geasynthetic Reinforcement: Material specifically fabricated for use as a sail reinforcement. F. Global Stability: The general mass movement of a soil reinforced segmental retaining wall structure and adjacent soil mass, G. Project Geotechnical Engineer: A registered engineer employed by the Owner to perform site observations, provide recommendations for foundation support, and verify soil shear strength parameters. 1.04 SUBMITTALS A. Submit the following: 1. Product Data: Material description and installation instructions for each manufactured product specified. 2. Shop Drawings: Retaining wall system design, including watt elevation views, geusynthetic reinforcement Layout, pertinent details, and drainage provisions. The shop drawings shall be signed by a registered professional engineer Licensed in the state of wall installation. 3. Design Calculations: Engineering design calculations prepared in accordance wi- h the NCMA Design Manual For Segmental Retaining Walls, or the AASHTO Standard Specifications for Highw >t Bridges, Section 5.8 (whichever is applicable). Analysis of global stability must be addressed and incorporated into the shop drawings. 4. Samples a. Furnish one unit in the color and face pattern specified, if requested. b. Furnish 12 inch square or larger piece of the geosynthetic reinforcement specified. 5. Test Reports: Independent laboratory reports stating moisture absorption and compressive strength properties of the concrete retaining wall units meet the Project Specifications when tested :n accordance with ASTM C140, Sections 6, B and 9. 1.05 DELIVERY, STORAGE AND HANDLING A. Deliver, store, and handle materials in accordance with manufacturer's recommendaticns, 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 3 replacement units identical to those installed on the Project. PART 2 - PRODUCTS 2.01 MATERIALS A. Concrete Retaining Watt Units: "Anchor Diamond Pro Retaining Wall Units" as manufactured under license from Anchor Retaining Wall systems, 1. Physical Requirements a. Meet requirements of ASTM 01372, except the maximum wafter 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 0.94 square feet. c. Color: Selected by the Owner from manufacturer's full range of standard colors. d. Face Pattern Geometry, Straight or Beveled. E. Texture: Split Rock Face. f. Include an integral concrete shear connection flange /locator. B. Geosynthetic Reinforcement: Miragrid 2XT as shown on the Drawings. a. Base Thickness: 6 inches (minimum compacted thickness). 2. Alternate Concrete Base: Nonreinforced lean concrete base. a. Compressive Strength: 540 psi (maximum). b. Base Thickness: At least 7 inches, but not more than 3 inches. D. Drainage Aggregate. Clean crushed stone or granular fill meeting the following gradation as determined in accordance with ASTM 0448: Sieve Size Pcrccnt Passing 1 inch 100 3/4 inch 75 to 100 No. 4 0 to 60 No. 40 0 to 50 No. 200 0 1o5 E. Backfill: Soil free of organics and debris and consisting of either GP. GW, SP, SW, or SM type, classified in accordance with ASTM 02487 and the USCS classification system. 1. Unsuitable soils are organic soils and those soils classified as CH, OH, MH, OL, or PT. F. impervious Material: Clayey soil or other similar material which will prevent percolation into the drainage zone behind the watt. G. Drainage Pipe: None required. H. Construction Adhesive: Exterior grade adhesive as recommended by the retaining wall unit manufacturer. PART 3 EXECUTION 3.01 EXAMINAT10% A. Examine the areas and conditions under which the retaining watt 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. B. Promptly notify the wall design engineer of site conditions which may affect wall performance, sail conditions observed other than those assumed, or other conditions that may require a reevaluation of the wall design. C. Verify the location of existing structures and utilities prior to excavation. 3.02 PREPARATION A. Ensure surrounding structures are protected from the effects of wail excavation. B. Excavation support, if required, is the responsibility of the Contractor, including the stability of the excavation and it's influence on adjacent properties and structures. 3.03 EXCAVAT 014 A. Excavate to the lines and grades shown on the Drawings. Laver- excavation not approved by the Owner (or Owner's representative) will not be paid for by the Owner. Replacement of these soils with compacted fill and /or wall system components will be required at the Contractor's expense. Use care in excavating to prevent disturbance of the base beyond the lines shown. 3.04 FOUNDATION PREPARATION A. Excavate foundation sail as required for footing or base dimension shown on the Orawings, or as directed by the Project geotechnical engineer. B. The Project geotechnical engineer will examine foundation sail to ensure that the actuai foundation sail strength meets ar 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. The Project geotechnical engineer will determine if the foundation soils will require special treatment or correction to control total and differential settlement. D. Fill over - excavated areas with suitable compacted backfill, as recommended by the Project geotechnical engineer. 3.05 BASE COURSE PREPARATION A. Place base materials to the depths and widths shown an the Drawings, upon undisturbed -,uils, 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 6 inches thick )minimum). 3. The Contractor may at their option, provide a concrete leveling pad as specified in Subparagraph 2.01.C.2, in lieu of the aggregate base. 4. Where a reinforced footing is required by local code official, place footing below frost depth. 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. 3.06 ERECTION A. General: Erect units in accordance with manufacturer's instructions and recommendations, and as specified herein. B. Place first course of concrete wall units on the prepared base material. Check units for level and alignment. Maintain the same elevation at the top of each unit within each section of the base course. C. Ensure that foundation units are in full contact with natural or compacted soil base. D. Place concrete wall units side -by -side for full length of wall alignment. Alignment may be done by using a string line measured from the back of the block. Gaps are not allowed between the foundation concrete watt units. E_ Place 12 inches )minimum) of drainage aggregate b0ween, and directly behind the concrete wall units. Fill voids in retaining wall units with drainage aggregate. Provide a drainage zone behind the wall units to within 9 inches of the final grade. Cap the backfill and drainage aggregate zone with 9 inches of impervious material. F. install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the reinforced zone. Slope the main collection drainage pipe, located just behind the concrete retaining wall units, 2 percent (minimum) to provide gravity flow lo the daylighted areas. Daylight file main rollection drainage pipe to an appropriate location away from the wall system at each low point or at 50 foot (maximum) intervals along the watt. G. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are compacted before installation of next course. H. Check each course for level and alignment. Adjust units as necessary with reinforcement shims to maintain level, alignment, and setback prior to proceeding with each additional course. 1. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the locating surface of the unit contacts the Locating surface of the units in the preceding course. interlock wall segments that meet at corners by overlapping successive courses. Attach concrete retaining watt units at exterior corners with adhesive specified. J. lnstalt geosynthetic reinforcement in accordance with geosynthetic manufacturer's recommendations and the shop drawings. 1. Orient geosynthetic reinforcement with the highest strength axis perpendicular to the wall face. 2. Prior to geasynthetic reinforcement placement, place the backfill and compact to the elevation of the flop of the wall units at the elevation of the geosynthetic reinforcement. 3. Place geasynthetic reinforcement at the elevations and to the lengths shown on the Drawings. 4. Lay geos }thetic reinforcement horizontally an top of the concrete retaining Wall units and the compacted backfill soils. Place the geosyntltic reinforcement within one inch of the fare of the concrete retaining wall units. Place the next course of concrete retaining gall unit on top of the geosynthetir reinf orcement. 5. The geosythetic reinforcement shall be in tension and free from wrinkles prior to placement of the backfill suits. Pull geosynthetic reinforcment hand -taut and secure in place with staples, stakes, or by hand - tensioning until the geosynthetic reinforcement is covered by 6 inch6 of loose fill. 6. The geosyithetic reinforcements shall be continuous throughout their embedment lengths. Splices in the geosynthetic reinforcement strengtMirection are not allowed. 7_ Do not oprate tracked construction equipment directly on the geosynthetic reinforcement. At least 6 inches of compacted backfill soil is requird prior to operation of tracked vehicles over the geosynthetic reinforcement. Keep turning of tracked construction equipment to a minimm. B. Rubber -t-ed equipment may pass over the geosynthetic reinforcement at speeds of less than 5 miles per hour. Turning of rubber -tired equipmen is not allowed on the geosynthetic reinforcement. 3.07 BACKFiLL PLACEIENT A. Place reinforcedbackfill, spread and compact in a manner that will minimize stack in the reinforcement. B. Place fill within file reinforced zone and compact in Lifts not exceeding 6 to 6 inches (lo)se thickness) where hand - operated compaction equipment is uses, and not exceeding 12 inches (loose thickness) where heavy, self - propelled compaction equipment is used. 1. Only lightweght hand - operated compaction equipment is allowed within 4 feet of the back of the retaining wall units. If the specified compaction:annot be achieved within 4 feet of the back of the retaining watt unts, replace the reinforced soil in this zone with drainage aggregate naterial. C. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone 1. Walls Less Than 15 Feet High: Compact to 98 percent of the soil's standard Proctor maximum dry density (ASTM D69B) for the entire wall height, 2. Utility Trench Backfill: Compact utility trench backfitl in or below the reinforced soil zone to 9B percent of the sail's standard Proctor maximum dry density (ASTM D698), or as recommended by the Project geotechni(al engineer. If the height from the utility to finish grade is higher than 30 feet, increase compaction to 100 percent of the standard Proctor density. a. Utilities must be properly designed (by others) to withstand all forces from the retaining wall units, reinforced soil mass, and surcharge loads, if any. 3. Moisture Content. Within 2 percentage points of the optimum moisture content for all wall heights. 4. These specifications may be changed based on recommendations by the Project geotechnical engineer. a. If changes are required, the Contract Sum will be adjusted by written Change Order. D. At the end of each day's operation, slope the last level of compacted backfill away from the interior (concealed) face of the watt to direct surface water runoff away from the wall face. 1. The General Contractor is responsible for ensuring that the finished site drainage is directed away from the retaining wall system. 2. In addition, the General Contractor is responsible for ensuring that surface water runoff from adjacent construction areas is not allowed to enter the retaining wall area of the construction site. E. Refer to Article 3.10 for compaction testing. 3.08 CAP U141T VSTALLATiON A. Cut cap units as necessary to obtain the proper fit. B. Apply adhesive to the top surface of the unit below and place the cap unit into desired position. C. Backfill and compact to top of cap unit. 3.09 SITE CONSTRUCTION TOLERANCES A. Site Construction Tolerances 1, Vertical Alignment. Plus or minus 1 -1 /Z inches over any 10 -foot distance, with a maximum differential of 3 inches over the length of the wall. 2. Horizontal Location Control From Grading Plan a. Straight Lines: Plus or minus 1 -1/2 inches over any 10 -foot distance. b. Corner and Radius Locations: Plus or minus 12 inches. c. Curves and Serpentine Radii: Plus or minus 2 feet. 3. immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete retaining wall. units. 4. Bulging: Plus or minus 1 -1/4 inches over any 10 -foot distance. 3.10 FIELD QUALITY CONTROL A. Installer is responsible for quality control of installation of system components. Owner to employ a qualified independent third party to verify the correct installation of system romponents in accordance with these specifications and the Drawings. B. The Owner, at their expense, will retain a qualified professional to perform quality assurance checks of the installers work_ C. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's expense. D. Geotechnical Engineer to perform compaction testing of the reinforced backfitl played and compacted in the reinforced backfill zone. 1. Testing Frequency a. One test for every 2 feet (vertical) of fill placed and compacted, for every SO lineal feet of retaining wall. b. Vary compaction test locations to cover the entire area of the reinforced Suit zone, including the area compacted by the hand - operated compaction equipment. 3.11 ADJUSTING AND CLEANING A. Replace damaged units with new units as the work progresses. B. Remove debris caused by wall ronstrurtion and leave adjacent paved areas broom clean. END OF SECTION 1 REVISIONS I � DATE BY NOTES N0. * = ;19300173: 574'E. OF �r .. C.M11RED BY: DATE: $ -6 -2006 L [EVI� E CSI � t M E E F; I N G A VIESTE LLC COMPANY 47 S. PENNSYLVANIA STREET, SU17E 600 INDIANAPOLIS, IN 462D4 317 -686 -9900 FAX: 317- 686-1617 IRVIN- ROCERS BRICK & BLOCK 116TH STREET CENTER - PHASE II CARMEL, INDIANA SPECIFICATIONS Project No.: Date: Drawn: Approved: 06- 064 -27 6/6/06 CEB TDM CAD Files: Sheet Number 06064 -27 \dlsc \06064 -27Wall.DWG X I I