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HomeMy WebLinkAboutSPR2006-500254GENERAL STRUCTURAL NOTES A. GENERAL 1. THE STRUCTURAL ITEMS AND SEALS INDICATED ON THESE DRAWINGS APPLY ONLY TO THE REINFORCED CONCRETE RETAINING WALLS DEPICTED ON THE DRAWINGS AROUND THE NORTHEASTERN PORTION OF THE PROPOSED DEVELOPMENT. THE SUPERSTRUCTURES AND FOUNDATIONS FOR OTHER STRUCTURES SHOWN ON THE DRAWINGS ARE BEING DESIGNED BY OTHERS. 2. THE RETAINING WALL DESIGN PRESENTED IN THE DRAWINGS IS BASED UPON THE CONFIGURATION OF THE WALL AND THE ADJACENT BUILDINGS AND OTHER STRUCTURES AS 4 SHOWN ON THE SITE DRAWINGS DEVELOPED BY OTHERS. IF THE LOCATION OR LOADINGS OF THE STRUCTURES ARE MODIFIED, OR IF SURCHARGE LOADINGS HIGHER THAN THOSE INDICATED IN THE DRAWINGS OR STATED IN THE NOTES ARE ANTICIPATED, THEN CSC MUST BE NOTIFIED TO DETERMINE IF SUCH CHANGES IMPACT THE DESIGN OF THE RETAINING WALLS. 3. THE APPLICABLE CODE FOR THE PROJECT IS THE 2006 VERSION OF THE INTERNATIONAL BUILDING CODE (IBC). 4. NO SURCHARGE LOAD FROM THE DRILLED PIER SUPPORTED BUILDINGS ADJACENT TO THE WALLS HAS BEEN ASSUMED IN THE DESIGN OF THE WALL. VEHICLE SURCHARGE LOADING HAS BEEN ASSUMED BETWEEN STATIONS 1+00 TO 2+00 OF THE WALL, BUT NOT FOR ANY OTHER LOCATION ALONG TIrIE WALL. NO OTHER SURCHARGE LOADS HAVE BEEN ASSUMED. 5. ALL RETAINING WALL PLAN DIMENSIONS ARE INTERPRETED FROM AND SHALL BE VERIFIED WITH THE CIVIL ENGINEERING DRAWINGS. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IF DISCREPANCIES EXIST. 6. RETAINING WALL DRAWINGS SHALL BE COORDINATED WITH THE CIVIL, ARCHITECTURAL, ELECTRICAL, AND MECHANICAL CONSULTANT DRAWINGS FOR ALL PENETRATIONS, INSERTS AND RELATED ITEMS. UNDERGROUND WATER, SEWER, PLUMBING, AND ELECTRICAL LINES SHALL BE INSTALLED BEFORE PLACING CONCRETE FOR THE RETAINING WALLS. 7. THE DETAILS DESIGNATED AS "TYPICAL" APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS. 8. CONSTRUCTION METHODS, PROCEDURES AND SEQUENCES ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL USE ALL MEANS NECESSARY TO MAINTAIN AND PROTECT THE STRUCTURAL INTEGRITY OF CONSTRUCTION ELEMENTS AT ALL STAGES. B. CONCRETE AND REINFORCING STEEL 1. CONCRETE FOR RETAINING WALLS SHALL BE NORMAL WEIGHT AND REACH A MINIMUM COMPRESSION STRENGTH OF 4,000 PSI AT 28 DAYS, WITH A MAXIMUM AGGREGATE SIZE OF 1 INCH. 2. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 301. 3. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE (30 DEFORMED BARS. 4. ALL REINFORCING STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE LATEST ISSUE OF THE ACI 318 CODE. 5. PLACEMENT OF ALL REINFORCING STEEL, INCLUDING LAPS, BENDS AND SPLICES SHALL CONFORM TO CRSI STANDARDS AND THE LATEST ISSUE OF THE ACI 318 CODE. UNLESS OTHERWISE NOTED, REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED, OR CUT, UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. 6. REINFORCING STEEL DESIGNATED AS "CONTINUOUS" SHALL LAP A MINIMUM OF 40 BAR DIAMETERS AT SPLICES UNLESS NOTED OTHERWISE. SPLICES IN THE LONGITUDINAL BARS OF THE FOOTINGS AND WALLS SHALL BE STAGGERED. 7. WHERE OPENINGS THROUGH OR PENETRATIONS IN THE WALL FORM INSIDE CORNERS, PROVIDE DIAGONAL REINFORCING ACROSS THE CORNERS. REINFORCING SHALL BE TWO - #4 BARS ALONG THE FOUR SIDES OF THE PENETRATION. THE BARS SHALL HAVE A MINIMUM LENGTH CORRESPONDING TO THE PENETRATING PIPE DIAMETER (OR LARGEST DIMENSION IF NON -CIRCULAR) PLUS 2'-0". THE STEEL SHALL BE PLACED IN TWO LAYERS (FRONT AND BACK OF WALL). 8. ALL CONSTRUCTION JOINTS NOT INDICATED ON THE PLANS SHALL BE APPROVED IN ADVANCE BY THE STRUCTURAL ENGINEER. 9. CONCRETE COVER FOR DEFORMED REINFORCEMENT: A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...... 3" B. CONCRETE EXPOSED TO EARTH AND WEATHER: 1. #6 BARS AND LARGER ............ 2" 2. #5 BARS AND SMALLER ....... 1 1 /2" 10. CONCRETE SHALL HAVE AN APPROVED AIR ENTRAINMENT AGENT SUITABLE FOR EXTERIOR EXPOSURES. 11. ALL REINFORCEMENT IN THE RETAINING WALL FOOTINGS SHALL BE SUPPORTED WITH CHAIRS OR MASONRY BRIQUETTES SPACED NOT MORE THAN 6 FEET ON CENTER. 12. REINFORCING BARS SHALL BE SECURED AT EVERY OTHER INTERSECTION WITH WIRE TIES. 13. WALL SURFACE FINISHES ARE SPECIFIED BY OTHERS. 14. CHAMFER ALL EXPOSED CORNERS 3/4" UNLESS NOTED OTHERWISE. 15. CHANGES IN THE HEIGHTS OF THE COMPLETED WALLS SHALL NOT VARY FROM THE ELEVATIONS SHOWN ON THE DRAWING BY MORE THAN 1/8" IN ANY 10 FT. LONG SEGMENT ALONG ANY LENGTH OF THE WALL. 16. CONCRETE AND GROUT SHALL NOT BE POURED IF AMBIENT AIR TEMPERATURE IS 40 DEGREES FAHRENHEIT AND FALLING OR 95 DEGREES FAHRENHEIT AND RISING. 17. THE WATER STOP INDICATED ON THE PLANS FOR USE IN THE RETAINING WALL JOINTS SHALL BE SF302 - SYNKO-FLEX WATERSTOP AS MANUFACTURED BY THE HENRY COMPANY OR APPROVED EQUAL. 18. THE CONCRETE JOINT SEALER INDICATED ON THE PLANS SHALL BE A ONE -COMPONENT POLYURETHANE, SELF -LEVELING, AND TRAFFIC GRADE MATERIAL SUCH AS SONOLASTIC NP-1 AS MANUFACTURED BY SONNEBORN OR APPROVED EQUAL SUITABLE FOR EXTERIOR EXPOSURES. 19. EXPANSION JOINT MATERIAL INDICATED ON THE PLANS SHALL CONSIST OF SELF -EXPANDING CORK MEETING THE REQUIREMENTS OF ASTM D 1752, TYPE III AS MANUFACTURED BY W. R. MEADOWS OR APPROVED EQUAL. C. RETAINING WALL BACKFILL AND FOUNDATION SOILS 1. A LIMITED GEOTECHNICAL STUDY FOR THE RETAINING WALLS WAS PERFORMED BY CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS. LOGS OF BORINGS DEVELOPED FROM THAT LIMITED STUDY ARE INCLUDED IN THESE DRAWINGS. 2. THE DIMENSIONAL DEPTH AND WIDTH OF THE RETAINING WALL FOOTING EXCAVATIONS SHALL BE VERIFIED BY KNOWLEDGEABLE FOUNDATION INSTALLATION PERSONNEL. 3. THE RETAINING WALLS HAVE BEEN DESIGNED FOR BACKFILL CONSISTING OF EXISTING LOW TO MODERATELY PLASTIC CLAYS THAT HAVE BEEN PREPARED AS FOLLOWS: • THE PROPOSED FILL MATERIALS SHOULD BE PROCESSED FOR THE REMOVAL OF GRAVEL, ROCK AND OTHER DELETERIOUS MATERIAL, SUCH OR ORGANIC MATTER AND OTHER FOREIGN MATERIALS. • THE SOILS SHOULD BE THOROUGHLY ADMIXED WITH APPROXIMATELY 6 PERCENT HYDRATED LIME AS MEASURED BY DRY SOIL UNIT WEIGHT. • THE LIME ADMIXED SOILS SHOULD THEN BE COMPACTED TO A MINIMUM DENSITY CORRESPONDING TO 95 PERCENT OF THE MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR COMPACTION TEST (ASTM D 698-00a - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort) AT MOISTURE CONTENTS IN THE RANGE OF THE OPTIMUM MOISTURE CONTENT (OMC) TO 4 PERCENT ABOVE THE OMC, INCLUSIVE. • THE LIFTS OF SOILS TO BE COMPACTED SHOULD NOT EXCEED 9 INCHES IN PRECOMPACTED THICKNESS. • THE LIME ADMIXED AND COMPACTED BACKFILL SOILS ARE ASSUMED TO HAVE AN ANGLE OF INTERNAL FRICTION, 0, OF 29', AND A COHESION VALUE OF 3,200 psf. THIS ASSUMED STRENGTH OF THE BACKFILL SOILS SHOULD BE CONFIRMED BY DIRECT SHEAR TESTING OR BY MULTI -STAGE TRIAXIAL TESTING OF THE IN -PLACE FILL IMMEDIATELY FOLLOWING PLACEMENT. A MINIMUM OF THREE (3) TESTS SHOULD BE PREFORMED. THE FOUNDATION SOILS BENEATH THE FOOTINGS OF THE RETAINING WALLS ARE ASSUMED TO CONSIST OF FIRM TO STIFF CLAYS WITH A MINIMUM UNDRAINED COHESIVE STRENGTH OF 950 POUNDS PER SQUARE FOOT OR MEDIUM DENSE, SILTY SANDS WITH A MINIMUM N VALUE OF 22. WEAKER SOILS MAY BE ENCOUNTERED IN AREAS BETWEEN THE BORING LOCATIONS. THE CONTRACTOR SHOULD VERIFY THAT THE SOILS EXPOSED AT THE PLANNED FOOTING FOUNDATION ELEVATIONS POSSESS MINIMUM UNDRAINED COHESIVE STRENGTHS OF 950 POUNDS PER SQUARE FOOT OR ANGLES OF INTERNAL FRICTION THAT CORRESPONDS TO THE N VALUE OF 22. TUBE SAMPLES OF THE FOUNDATION SOILS SHOULD BE OBTAINED AND UNCONFINED COMPRESSION TESTS, TRIAXIAL TESTS, OR DIRECT SHEAR TESTS PERFORMED TO VERIFY THE ASSUMED STRENGTH PROPERTIES. POCKET PENETROMETER TESTS CAN ALSO BE EMPLOYED FOR THE COHESIVE SOILS IN ADDITION TO THE OTHER STRENGTH TESTS TO IDENTIFY POTENTIAL PROBLEM AREAS. THE POCKET PENETROMETER SHOULD INDICATE AN UNCONFINED COMPRESSION TEST READING OF AT LEAST 1.5 TONS PER SQUARE FOOT. LOG OF BORING NO. B-1 PROPOSED GATEWAY PHASE 3 DEVELOPMENT UNIVERSITY DRIVE EAST AT FOREST DRIVE COLLEGE STATION, TEXAS TYPE: 4" 0 DIAMETER DRY AUGER DRILLER: Cadarette/ CC] LOCATION: See Plan of Borings p .0 o O, DESCRIPTION OF MATERIAL SURFACE ELEVATION: NOT KNOWN D P. o y 0 -- POCKET PENETROMETER O -- UNCONFINED COMPRESSION TEST A -- TRIAIXIAL SHEAR TEST COHESION, TUN/SQ. FT. 0.25 0.50 0.75 1.00 1.25 1.50 1.75 plastic Water Liquid t Content, X t 10" 20 30 50 60 70 Loose, brown, i71 s Stiff to very stiff, brown and reddish -brown, fat CLAY, with sand, dry es l.�u+ 74.2 Stiff to hard, grayish -tan, sandy, fat CLAY, with thin seams and small pockets of tau sand, dry to slightly moist -becoming more sandy with Increasing number of sand seams below 4' 117.6 67.1 es 1", 3.1 % 5 FE Very stiff to hard. light grayish -tan, sandy, lean CLAY, dry to slightly moist % Fi h les 1. 67.1 Very dense, light grayish -tan, SAND, poorly graded, dry -thin interbedded with seema of brown, lean clay to 10' -becoming light grayish -tan and yellowish -tan below 13' 74 r /5 10 15 Very dense, brown and tan SAND, poorly graded with occasional weakly cemented seems, dry 98 0/4 20 r252. 30 COMPLETION DEPTH: 24.5' DEPTH TO WATER IN BORING: Borehole dry during drilling; DATE: 07/20/05 DATE: no water In borehole on 07/21/05 Engineering Environmental ConsultanUs_,Inc. LOG OF BORING NO. B-2 PROPOSED GATEWAY PHASE 3 DEVELOPMENT UNIVERSITY DRIVE EAST AT FOREST DRIVE COLLEGE STATION, TEXAS TYPE_: e 0 DIAMETER DRY AUGER DRILLER: Cadarette/ CCI LOCATION: See Plan of Borings a A ' u a DESCRUMON OF MATERIAL SURFACE ELEVATION: NOT KNOWN m a' �° q „ 0 -- POCKET PENETROMETER O -- UNCONFINED COMPRESSION TEST A -- TRIAIXIAL SHEAR TEST COHESION, TON/SQ. FT. 0.25 0.50 0.75 1.00 1.25 1.50 1.75 Pliustic Water Liquid t- Content. X Limit 10" 20 30 40 50 60 +70 osa sitly. fine HAND, dry Stitt to very stiff, brown and reddish -brawn, fat CLAY, with send, dry to slightly moist . -Fk 1. + 73,4 es 9t1ff to very stiff, grayish -tan, sandy, lean CLAY, dry to slightly moist 68.4 Fires 1. + Very stiff, dark tan, lean CLAY, with numerouE thin seams of ten sand and with arangiah-brown, ferrous stains, allghtly moist ps 1. + 5 0/4 Very dense, light grayish -tan, silty, fine SAND, dry -becoming thinly interbedded with Reams of brairn and dark brown, sandy, lean slayfrom e' to is'BB -becoming slightly cemented below 13' rio 15 Very dense, tan to brownish -tan SAND, fine tc medium grained, moist 71 20 25 30 COMPLETION DEPTH: 20' DEPTH TO WATER IN BORING: Borehole dry during drilling; DATE: 07/20/05 DATE: no water in borehole on 07/21/05 Engineering & EFVironmentalonsul an s, Inc. 5. ANY EXPOSED FOUNDATION SOILS THAT DO NOT MEET THE MINIMUM REQUIRED SHEAR STRENGTH AS OUTLINED IN NOTE 4 SHALL BE EXCAVATED AND REPLACED WITH FILL SOILS THAT MEET THE PREVIOUSLY OUTLINED REQUIREMENTS FOR WALL BACKFILL SOILS. 6. ANY FILL SOILS THAT ARE REQUIRED TO ADJUST FINAL GRADES BENEATH OR IN FRONT OF THE PROPOSED RETAINING WALLS SHALL MEET THE PREVIOUSLY OUTLINED REQUIRMENTS FOR WALL BACKFILL SOILS. 7. THE SOILS IN FRONT OF THE RETAINING WALLS SHALL ALSO BE PROTECTED AGAINST EROSION. EROSION OF THE SOILS IN FRONT OF THE WALLS COULD UNDERMINE THE STABILITY OF THE WALLS 8. THE EXCAVATION FOR THE RETAINING WALL FOOTINGS SHALL BE FREE OF ALL LOOSE CLODS OF SOIL AND STANDING WATER PRIOR TO PLACEMENT OF THE CONCRETE IN THE FOOTING. LOGS OF BORING SEE SHEET S-2 FOR LOCATIONS OF BORINGS LOG OF BORING NO. B-6 PROPOSED GATEWAY CONDOS RETAINING WALL FOREST DRIVE NEAR EAST UNIVERSITY DRIVE COLLEGE STATION, TEXAS TYPE: 3-1/2' Solid Flight Dry Auger DRILLER: Cadarette/LEDI LOCATION: See Plan of Borings c m m rs' DESCRIPTION OF MATERIAL *Surface elevation wan estimated based upon information provided by D&S and should be field verified. SURFACE ELEVATION: 281.0'd:• ; s.D pm, R1 � � t' to 9 -- POCKET PENETROMETER O -- UNCONFINED COMPRESSION TEST A -- TRIAIXIAL SHEAR TEST COHESION, TON/SQ. FT. 0.25 0.50 0.75 1.00 1.25 1.50 1.75 Pi etio waterLiquid Limit Content, X Limit 10 �20 30 40 50 60 +70 FILL- Stiff to very cliff, grayish-brawwn to own, Randy, lean CLAY, with pockata of tan Band, moist -becoming slightly less sandy below 8' 555 8(17 Fine Fines 3 5 10 Firm, mottled brown and brownish -gray, fat CLAY, moist, (Possibly r""ill) QQ - 77.8 Fine 15 nand, moist to very ®fat �)'ossib]y Fill) -with wood fragments at Lo 71.9 Fiqez Medium dense, dark brown, allty SAND, moist o very moist 12 2a8 t FinEs Very den a. tern, clayey SAND, with orange ferrous steins, slightly moist 74 R20O GROUNDWAIIIR OBSERVATION NOTES: I. Water slaswiy seeping into borehole at 16' depth during drilling. Borehole caved at 10.c' ,r.ep•= . -wat.�r level at 16.3• dep'-h on 11-16-07 (-24 his.) PaperVision Capture Demonstration , 25 3o COMPLETION DATE:11/15/07 DEPTH: 20' DEPTH DATE TO WATER See IN Notes BORING: Above. See Notes Above. CSCl;tilgineering & n`nro.r>rneriTaF-onsu an s, THE LOG OF BORING NO. B--7 PROPOSED GATEWAY CONDOS RE=TAINING WALL FOREST DRIVE NEAR EAST UNIVERSITY DRIVE COLLEGE STATION, TEXAS TYPE: 3-1/2" Solid Flight Dry Auger DRILLER: Cadarette/LEDI LOCATION: See Plan of Borings I -- POCKET PENETROMETER O -- UNCONFINED COMPRESSION TEST A -- TRIAIXIAL SHEAR TEST DESCRIPTION OF MATERIAL COHESION, TON/SQ. FT. ;, s+ m 0.25 0.50 0.75 1.00 1.25 1.50 1.75 '. o a =+ �Surtace elevation was estimated based upon information provided by D&S and sshosld be a Plastic Water Liquid :9 ss 'n °' field verified.a Limit Content, X Limit q SURFACE ELEVATION: 280.5'i+ 20 It p1 1 U 30 40 50 60�70 7er7 stiff, brown, sandy, fat CLAY, -with numerouss�11 pockets of tan send, allghtly 1.5+ Moist FILL- Stiff to very stiff, mottled brown and teak brOxn, needy. fat CLAY. with numerous Dockets of tan sand, orange ferrous steins, 5 occasional small rack fragments, slightly °is 102.5 ft 9 %fines 11.5+ - Medium dense to dense, dark grayish -brown to dark brown, very clayey SAND, with rock agmeata, slightly moist Ll I 9.9 % + Fines 10 Medium dense, brown, ailty SAND, allg„hUy clayey, with red ferrous stabs, altghtly moist -with streaks of tan below 12' -becoming derk brown below 14' 22 23 4 % FYnea 22 1.1 % Fines 15 07 % Fines Stiff to very stiff, dark brown, very Randy, Lean C1:iY, with pocket] of ten send, slightly 75 ls` to mole` % Fines Odium dense to dense, mottled brown and _110.1 ten, clayey WIM, slightly moist to moist % FSneB 20ial5i GROUNDWATER OB3Kfi7AT1ON NOTES: 25 1. Water slowly seeping into borehole at 12' depth during driL*ig. 2. Borehole ca•.nsd at 13.3' depth, no water in borbele on 11-16-07 (-24 hrs.) 30 -JUL COMPLETION DEPTH: 20" DEPTH TO WATER IN BORING: Sao Notes Above. DATE:11/15/07 DATE See Notes Above. _'n lrleerin nylronmerl al-onsu aE-rnc. � LOG OF BORING NO. B-8 PROPOSED GATEWAY CONDOS RETAINING WALL FOREST DRIVE NEAR EAST UNIVERSITY DRIVE COLUEGE STATION, TEXAS TYPE: 3-1/2' Solid Flight Dry Auger DRILLER: Cadarette/LEDI LOCATION: See Plan of Borings �' Lie c m m DESCRIPTION OF MATERIAL •surface elevation was estimated based upona. information provided by D&S and should bed field verified. SURFACE ELEVATION: 280.0'ti tiD iq "q 0 -- POCKET PENETROMETER O -- UNCONFINED COMPRESSION TEST A -- TRIAIXIAL SHEAR TEST COHESION, TOfi/SQ. Fr. 0.25 0.50 0.75 1.00 1.25 1.50 1.75 Plastic Water Llquld Limit Content, XLimit0 10 20 30 40 50 60 70 Y111- Very stiff, mottled brown, dark brown and tan, sandy, fat CLAY, with numerous small packets of tan sand, dry to slightly olat ' - 53 Fines 5 FILL- Stiff, brown to dark brown, very sandy, lean CLAY, with an organic odor, slightly moist -with a layer of brown and tan clayey sand slow 9' _ 30 Fines 10 dium dense, grayish -brown, clayey, silty, moist 1 % Finea 15 Medium dense, brown to reddish -brown, with streaks of red, clayey SAND, y y slightly moist 21 IYD-- 39.7 % Fines tiff to very stiff, dark gray, sandy fai CLAY, with pockets of light gray sand, slightly moist 54 0 X Fines 1.5+ 20 DEPTH: GROUNDWATER OBBERVATION NOT&,9: Borehole dry during drilling on 11-15-07. s• Borehole caved at 12.8' depth, water level at 12.W depth on 11-16-07 (-24 s.) TO WATER IN See Notes BORING: See Above. Notes Above. i 25 30 COMPLETION DATE: 11/15/07 20' DEPTH DATE: CSC Engineering &__YHvIr_onmental Consultants,ne. --�� J W 0 0 W W V) O a. z } F ' ' 07 z v_J 7 sVgg �¢ z o �ir7O , z 20 1l ® f ¢ O�a„~W U x inxpz o F- W OU, U 015 o (oQuo zo f^ VJ z a -`mooQU 00 ,�HOW � 0O ¢ui aua�7� Zan ofI- ` o:n,W w� LL OZO0 200� of Wwwo �W�� O. a:u o¢zp z �� cs z�I¢n z 6pi� nCK fn of of 0jWa W ,�0 o1111 n0raOW n� 00W0nWc QW 2 z a<Q: WPUWii x px Oa 0 02z0 O? F-5 LL F Den U L F-O U LL LL OF ................................. r M.F. C0NLIN, JR. r............................ A�c44481 ��O:r G 0� ONArT U �1 x .:n � a e VJ SHEET TITLE: GENERAL NOTES AND LOGS OF BORINGS PROJ. NO.: DRAWN BY: AEA DATE: 02/04/08 SCALE: AS SHOWN APPR: MFC DRAWING: �A 2#5s # 4 s (ia 15" x 10'-8" long 60 V-10 OC 6 # 4 s equal spaced 11 # 4 s equal spaced # 4 @ 24" x T-8" long O 2" diam PVC weep hole 5'-0" o.c. # 4 s @ 14" 5'-0" long a 12 # 4 s equal spaced Q # 4 s x 4'-0" long spaced between 0 Prefabricated drainage net Webtec, Inc. Terrain wrapped around 4" perforated PVC collection pipe. (Install according to MFG instructions) a Gaurdrail by others not shown Finish Grade in CLEAR TYP. front of wall (typ) Ito] to] a,",III I ELEV. 281'-0 0 2 #5 s II © #4s@9"x10'-3"tongl- © 5 # 4 s equal spaced QD 7 # 4 s equal spaced EO #4C@24"x6'-9"tong q OF 2" diam PVC weep hole 5'-0" o.c. 1 © #4s@a 14"x4'-0"Lg u ti 1 ' N I BEARING ELEV. OF 1 FOOTING 271'-0„ f,I>�. - SECTION NOTES: 6'-6" TYPICAL FROM STA. 1+00 TO STA 1+75.61 WALL TYPE 1 STRUCTURAL SECTION Scale : 1/2" =1'-0" Gaurdrail by others _ not shown OH 7 # 4 s equal spaced JO # 4 x 4'-0" long spaced between �K Prefabricated drainage net Webtec, Inc. Terrain wrapped around 4" perforated PVC collection pipe. (Install according to MFG instructions) r- 1 v11..., . /r� .ttv'r. a ::I . PARTIAL ELEVATION OF RETAINING WALL FROM TOE SIDE NOT TO SCALE ADJUST LENGTH OF "B" BARS TO ALLOW FOR CHANGE IN FOOTING ELEVATION AND TOP OF WALL CHANGE. POUR WALL LEVELING TRIANGLE WITH FOOTER. BEARING LEVEL CHANGES V-0" VERTICAL IN T-0" HORIZONTAL. HORIZONTAL WALL REINF. NOT SHOWN HORIZ. REINF. NOT SHOWN PROVIDE CONSTRUCTION JOINTS IN THE STEM AT LV -V UN LLN I LR /1 !-6'-io„ TYPICAL FROM STA. 1+75.61 TO S f A 2+52.12 AND FROM STA, 3+06.67 TO STA. 5 + 30.00 WALL TYPE 2 STRUCTURAL SECTION Scale: 1/2" = 1'-0" PROVIDE EXPANSION JOINT AT 100'-0" ON CENTER ISOMETRIC OF WALL AND FOOTER 5 --- - PLAN OF FOOTER AND STEM SHOWING SCHEMATIC OF JOINT LOCATIONS WHERE FOOTER LEVEL CHANGES. 6 NNOT TO SCALE NOT TO SCALE �A 2#5s ® # 4 s @ 9" x 8'-4" long © 5 # 4 s equal spaced QD 8 # 4 s equal spaced EO # 4 @ 24" x 5'-9" long OF 2" diam PVC weep hole 5'-0" o.c. OG # 4 s @ 14" x 4'-0"Lg Gaurdrail by others not shown T �H 8 # 4 s equal spaced Finish Grade in front of wall (typ) .._ 2,,.: JO # 4 x 4'-0" long spaced between © : 'CLEARTYP. OK Prefabricated drainage net Webtec, Inc. Terrain wrapped around 4" perforated PVC collection pipe. (Install according to MFG instructions) '. BEARING OF FOOTER ELEV. ?.70`-0'' s I l J SECTION NOTES: TYPICAL FROM STA. 2+52.12 TO TO STA 3+06.67 and STA 5+30.00 TO STA 6+51.64 E OF WALL. FOR BACKFILL SOIL REQUIREMENTS. WALL DETAILS. :OR GRADING SECTIONS BEHIND WALL. 4'-6" 3" CLEAR WALL TYPE 3 STRUCTURAL SECTION Scale : 1/2" = 1'-0" L SIMILAR J W 0 W Q 0 W It W x oe W rye != r�0 �z F 0 z Z U t- �070 0� a ! � c O D U OZ Z j Q O Z J O � �Qo� >x W a� fro-�f o0 11 3Yz W LU OZU 2,LDr 5e <10, 5Q oQzo 0 ZU ZaZIj --�?�Q '0` ¢ry�52) > �W Vc� U NLL Lav o� ❑o��Ci aa0W zW W0WU�a QW00 00 WQ' fof yLU LW�Z c¢ -r¢ 0y OcrO 02Z0 0Z U LLHOU LLLL 0 S; F� �+ C C, SKEET TITLE. WALL SECTIONS, ELEVATION, AND PLAN PROJ. NO.: DRAWN BY: ABA DATE: 02/04108 SCALE: AS SHOWN APPR: CC DRAWING: 3/8" R FORMED "CUT" IN CONCRETE WALL WITH PREFORMED 1 /8" WIDE BY 2" DEEP INSERT. SEAL WITH SONOLASTIC JOINT SEALING COMPOUND. (SEE GENERAL SEALANT NOTE THIS SHEET) f: „T„ WALL REINFORCING STEEL AS DETAILED FOR RETAINING WALL SECTION THICKNESS ALTERNATE GAPS IN STEEL ACROSS CONTRACTION JOINT FOR LONGITUDINAL STEEL ALONG BOTH FACES OF WALL. PRE -FORMED INSERT CONTRACTION JOINT IN RETAINING WALL DETAIL NOT TO SCALE GENERAL SEALANT NOTE: 1. USE SONOLASTIC NP-1 JOINT SEALANT. BACKER ROD WITH SOLOLASTIC JOINT SEALANT. (SEE GENERAL SEALANT NOTE THIS SHEET) 3/4" SMOOTH DOWEL AT 12" O.C. 26 GA. STEEL OR PVC SLEEVE WITH 2 ROWS FOR STEM WALL INSIDE DIAMETER 1 /16" LARGER THAN 1 ROW FOR FOOTING DIAMETER OF DOWEL BAR _WALL REINFORCING STEEL —SEE CROSS—SECTION DETAIL OF WALL FOR BAR SIZES AND LOCATIONS. 3/4" EXPANSION JOINT MATERIAL. VLUBRICATE THIS END DO NOT CONTINUE STEEL SELF EXPANDING CORK MEETING THE REQUIREMENTS OF DOWEL THROUGH JOINT. OF ASTM D 1752 TYPE AS MANUFACTURED BY W.R. MEADOWS OR APPROVED EQUAL. APPLY IN CONFORMANCE WITH MANUFACTURER'S REQUIREMENTS EXPANSION JOINT IN CONCRETE RETAINING WALL (STEM AND FOOTING) DETAIL NOT TO SCALE WALL -USE PVC WATERSTOP—DUMBBELL WITH CENTER BULB —MIN. 3/16" THICK BY 6" WIDE. GREENSTREAK TYPE 703 OR APPROVED EQUAL. FOOTING —USE SF 302 SYNKO—FLEX WATERSTOP OR APPROVED EQUAL. BACKER ROD WITH SOLOLASTIC NP-1 JOINT SEALANT (SEE GENERAL SEALANT NOTE THIS SHEET) `/16" TO 1 /4" 1st Pour I 2nd Pour NOTE: RETAINING WALL CONSTRUCTION JOINT TO BE USED AT LOCATIONS WHERE EXPANSION JOINT LOCATION DOES NOT CORRESPOND TO END OF POUR. 1 /2 STEM WALL FOOTING -r/ln ter- \A/A 1 I OFWALL(18" RCP) r "v" _ WATER STOP AROUND OUTSIDE ETER OF PIPE. USE SF 302 )--FLEX WATERSTOP. #4 BARS IN STEM WALL— LENGTH= d+2FT 2 LAYERS — ONE IN FRONT AND ONE IN BACK OF STEM WALL (PLACE INSIDE WALL REINFORCING) PIPE PENETRATION NOTES: 1. BACKFILL AROUND PIPE SHALL CONSIST OF CEMENT STABILIZED SAND PLACED AROUND PIPE AND EXTENDING FOR A DISTANCE OF AT LEAST ONE PIPE DIAMETER BEYOND OUTSIDE DIAMETER OF PIPE. PIPE PENETRATIONS OF RETAINING WALL DETAIL 8' TALL CHAIN LINK FENCE (BY OTHERS) PROVIDE EROSION PROTECTION COVER (E.G. MATTING) ACROSS SURFACE OF A BACKFILL (BY OTHERS) 2' MAX 1' NOT TO SCALE \v TOP OF WALL / S�PO�� • Q��4 ELEVATION F,�, J�� \ V� RETAINING WALL •v) . 'lopCO ��Q A� FINAL ELEVATION IN FRONT OF +. P� 5� WALL TO HAVE EROSION P PROTECTION (BY OTHERS) TO MAINTAIN STABILITY OF WALL .a. 59. O :TOE': ..HEEL'•':. - w• DOTING 1' MIN. BACKFILL SHALL EXTEND TO 0 FINAL SURFACE GRADE w U Q DROP w PROP. PATIO Pape Cal Demoi �0 >U J J 0Q JCw � U � Q<o m �w ozm 0 2Zw 0w0 wiry 200 n PROP. BUILDING PROP. PIER FOUNDATION FOR SUPPORT OF BLDGS. PIERS SHOULD BE FOUNDED BELOW BASE OF RETAINING WALL. —3/4' DRILLED PIERS DESIGNED BY OTHERS. KEYWAY �� �0 SCHEMATIC OF RETAINING WALL BACKFILL LIMITS AND OTHER REQUIREMENTS (IN FIRST POUR) CONSTRUCTION JOINT FOR RETAINING WALL (STEM ONLY) DETAIL NOT TO SCALE SCALE: 3/8" = 1'-0" REINFORCING STEEL / " 11�--SF302 — SYNKO FLEX WATERSTOP IN LIEU OF KEYWAY — ROUGHEN FACE ALONG JOINT TO f 1/4" AMPLITUDE RETAINING WALL NOTES: 1. DAMP—PROOF BACK OF RETAINING WALL WITH SONNEBORN 700B OR GULF SEAL. w z 0 w J w 285 280 PROP. RETAINING EL. 274.0 275 PROP. FINISHED GRADE IN FRONT OF WALL 270 BASE OF FOOTIN( NOTE: SEE SHEET S-5 FOR OTHER GRADING SECTIONS AND GENERAL GRADING SECTION NOTES. DETAIL NOTES: 1. THE BACKFILL SOILS WITHIN THE INDICATED ZONE ARE ASSUMED TO BE THE EXISTING LOW TO MODERATE PLASTICITY CLAYS PRESENT AT THE SITE WHICH HAVE BEEN PREPARED AS FOLLOWS: • THE PROPOSED FILL MATERIALS SHOULD BE PROCESSED FOR THE REMOVAL OF GRAVEL, ROCK AND OTHER DELETERIOUS MATERIAL SUCH OR ORGANIC MATTER AND OTHER FOREIGN MATERIALS. • THE SOILS SHOULD BE THOROUGHLY ADMIXED WITH APPROXIMATELY 6 PERCENT HYDRATED LIME AS MEASURED BY DRY SOIL UNIT WEIGHT. a THE LIME ADMIXED SOILS SHOULD THEN BE COMPACTED TO A MINIMUM DENSITY CORRESPONDING TO 95 PERCENT OF THE MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR COMPACTION TEST (ASTM D 698-00a — Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort) AT MOISTURE CONTENTS IN THE RANGE OF THE OPTIMUM MOISTURE CONTENT (OMC) TO 4 PERCENT ABOVE THE OMC, INCLUSIVE. • THE LIFTS OF SOILS TO BE COMPACTED SHOULD NOT EXCEED 9 INCHES IN PRECOMPACTED THICKNESS. THE LIME ADMIXED AND COMPACTED BACKFILL SOILS ARE ASSUMED TO HAVE AN ANGLE OF INTERNAL FRICTION, 0, OF 29', AND A COHESION VALUE OF 3,200 psf. THIS ASSUMED STRENGTH OF THE BACKFILL SOILS SHOULD BE CONFIRMED BY DIRECT SHEAR TESTING OR BY MULTI —STAGE TRIAXIAL TESTING OF THE IN —PLACE FILL IMMEDIATELY FOLLOWING PLACEMENT. A MINIMUM OF THREE (3) TEST SHOULD BE PREFORMED. SECTION A -A' SCALE 3/8" = V-0" N ).31 EXIST. PAVEMENT W w 0 w a 0 w w n C w } O azz� ow a �m ff1 �/.r wUZw Qz D O G.2 i-C �Ir7o zU Z O a o-rInM w Uj v, O z E w � n O LL U Q o zaZ 0 in ¢0 r� As OR >� �? W�Z� w c9 maw 00 a �- or ozo �_ 'Pl _ —O wfee Wz 0 w�`t CC aa°w ,w" " O wo0 wW Q ZC� a? <w o 9Z¢2n¢ zO - FU�- �{[i� ZO<�ZOa�< L 2r2q❑ �LLU) >J]w _ �W�WZ,a00 O xZ ❑Wp l Z 4 w t�i Q'w0C-) a a wwzz o0 �Q x ox~oi f- LL o F- LnO o o oxzo LL H O U OZ_ LLLL 00 ®*'�*1/v j M.F�CONLIN, JR.* . j ................................ 44481 0 ' l,'o : , 40 101. ;G' / S T 0-15-1010, SHEET TITLE: DETENTION POND DETAILS PROJ. NO.: DRAWN BY: AEA DATE: 02/04/08 SCALE: AS SHOWN APPR: MFC RETAINING WALL STEM TO FOOTING CONNECTION DETAIL NOT TO SCALE DRAWING: S-4