(2016) Amélioration du canal de drainage hors site de l'établissement EKAM

[page 1] GOVERNMENT OF HAITI AND UNITED STATES AGENCY FOR INTERNATIONAL DEVELOPMENT - s% EKAM SETTLEMENT UPGRADE e OFFSITE DRAINAGE (re) verra rech Ne CHANNEL IMPROVEMENTS 9 DECEMBER 2016 [page 2] = s s u s n INDEX OF DRAWINGS SHEET ISSUE ISSUE SHEET ISSUE ISSUE FILE NUMBER SHEET TITLE FILE NUMBER SHEET TITLE 6 GENERAL STRUCTURAL STRUCTURAL NOTES on mere onu | eme 0 [em [uerse Jomce | [ame STRUCTURAL NOTES Po Jummeen [eme | [remorommes [see [usrses [om] SHET 2 072 S-503 NHSUP-S—003 9 DEC 16 PLAN, ELEVATION, AND GENERAL NOTES CIVIL GENERAL NOTES AND LEGEND, SYMBOLS RC RE I PC EE CS CCE CULVERT HEADWALL 5 L Le L Le CULVERT HEADWALL C—101 NHSUP—C—101 9 DEC 16 EXISTING CONDITIONS PLAN S-506 NHSUP-S—506 9 DEC 16 DETAILS SHEET 1 OF 2 CULVERT HEADWALL oe Juancre once | [omceunomensren 0 [ser Jesse once) Jaseeees DRAINAGE IMPROVEMENT PLAN AND PROFILE CANAL BYPASS STRUCTURE REC ET ER EC SE ET DRAINAGE IMPROVEMENT PLAN AND PROFILE ou Jummese lemme] SET 2 073 SE DRAINAGE IMPROVEMENT PLAN AND PROFILE 4 _ C—301 NHSUP-C-—301 9 DEC 16 CULVERT PLAN, ROUTE 6 4 Ë C-302 NHSUP-C-302 9 DEC 16 CANAL CROSSING PLAN è z ë © à MP T | ANR ONE PS F É N re] à C-502 NHSUP-C-502 9 DEC 16 HEADWALL DETAILS =) a œ Ë 2h 5 o T œ z S 3 L L (E] à a É ra Z A SSP EE 520 £ Su ë o à 5 o u PA 2 ë [1 J 2 2 £ EF É © . z = ; è ê 5 Ë a É É a | à à ‘ : Z è UNLESS OTHERWISE NOTED, ALL LINEAR S DIMENSIONS SHOWN ARE IN FEET 2 ÿ 1 PROJECT TITLE: SHEET_CONTENTS: DESICNED BY DATE CE A SE DRAWING É se ENGINEERING DESIGN we | 00-06-2086 | EE | eérener 5 GOVERNMENT OF HAT ER & CONSTRUCTION | NUMBER 5 AND Us À SUPERVISION PROGRAM EKAM SETTLEMENT UPGRADE EE | = x UNITED STATES AGENCY FOR 4 ren p OFFSITE DRAINAGE INDEX OF DRAWINGS NFC TETRA TECH EE EE EE NHSUP ë INTERNATIONAL. DEVELOPMENT Rs TETRA TECH EKAM 127-1298 18001 oo EE G-001 Z Jh Le £ [page 3] A B C D E F G H l 6 TT = —_— LINETYPES ABBREVIATIONS EXISTING WATER LINE ABR ANAEROBIC BAFFLED REACTOR TANK w PROP WATER APPROX APPROXIMATELY 1. THE CONTRACTOR SHALL VISIT ALL THE SITES PRIOR TO BIDDING SO AS TO BE COMPLETELY OPOSED WATER LINE CP: CHEMICAL METERING_ PUMP FAMILIAR WITH EXISTING CONDITIONS AND PROPOSED REQUIREMENTS. —— X—— CHAIN-LINK FENCE DICL: DUCTILE IRON. CONCRETE-LINED û OTHER FENCE DIP: DUCTILE IRON PIPE 2. THE CONTRACTOR SHALL INFORM HIM/HERSELF REGARDING FLOOD WATER LEVELS IN THE AREA DIA: DIAMETER IN WHICH WORK IS BEING PERFORMED AND TAKE ACTION TO MINIMIZE DAMAGE FROM INCOMING —— D —— DRAN LINE EL/ELEV: ELEVATION STORMS _ FT FOOT OR FEET LIMITS OF PROPOSED DRAINAGE. CHANNEL HORIZ: HORIZONTAL 3. THE CONTRACTOR SHALL TAKE NOTE OF EROSION AND SEDIMENTATION CONTROL FEATURES ——— — UMTS OF EXISTING DRAINAGE CHANNEL IN INCH OR INCHES SHOWN ON THE PLANS IN ADDITION TO THE REQUIREMENTS OF THE SPECIFICATIONS AND ALL MIN MINIMUM ENVIRONMENTAL MITIGATION MANAGEMENT PLAN (EMMP) REQUIREMENTS M MECHANICAL. JOINT NTS: NOT TO SCALE 4. ALL AREAS DISTURBED DURING CONSTRUCTION AND ALL NEW GRADING AREAS ARE TO BE 5 P PUMP LOAMED AND SEEDED UNLESS OTHERWISE SPECIFIED PROP: PROPOSED PNG: POLYVINYL. CHLORIDE 5. EXISTING UTILITIES, WHERE SHOWN IN THE DRAMINGS, ARE APPROXIMATE. THE CONTRACTOR RCP. REINFORCED CONCRETE PIPE SHALL BE RESPONSIBLE FOR PROPERLY LOCATING AND COORDINATING ANY. PROPOSED RP RAW_WATER INTAKE. PUMP CONSTRUCTION ACTIMTY WITH THE APPLICABLE UTILITY OWNER. THE. GOVERNMENT DOES NOT SMH: SEWER_MANHOLE GUARANTEE THE ACCURACY OF UTILITY LOCATIONS OR THE COMPLETENESS OF THE UTILITIES SS. STAINLESS STEEL SHOWN. THE LOCATIONS AND ATTRIBUTES OF SUBSURFACE AND ABOVE-GROUND UTILITIES HAVE STa: STATION BEEN COMPILED FROM AVAILABLE RECORD PLAN DATA AND NOTES, AS WELL AS FIELD TP: TYPICAL OBSERVATIONS. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES DURING CONSTRUCTION SYMEULS uPVC: UNPLASTICIZED POLYVINYL. CHLORIDE E— w WATER/WELL 6. WALLS, FENCES, SIGNS, LIGHT POLES, ETC. SHALL BE REMOVED AS NECESSARY TO PERFORM SEWER VENT THE WORK AND BE REPLACED TO A CONDITION AT LEAST EQUAL TO THAT BEFORE CONSTRUCTION BEGAN, UNLESS OTHERWISE INDICATED. ALL SUCH WORK SHALL BE INCIDENTAL TO THE CONSTRUCTION OF THE PROJECT. MAN — £— FLOW ARROWS 7. ALL NEW CONCRETE STRUCTURES POTENTIALLY SUBJECT TO VEHICLE LOADING SHALL BE Tir DESIGNED FOR AASHTO HS20—44 LOADING AS À MINIMUM. DRAINAGE CHANNEL Li 8. LOCATION AND SIZE OF SITE FEATURES SHOWN IN AN APPROXIMATE WAY ONLY AND ARE n INTENDED AS A GENERAL CONFIGURATION. IT SHALL BE THE RESPONSIBILITY OF THE 4 = HEAD WALL CONTRACTOR TO DETERMINE EXACT DIMENSIONS FOR THE IMPLEMENTATION OF THE. PROPOSED WORK. — CULVERT = » 9. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DEWATERING OPERATIONS REQUIRED TO E KE DRAINAGE SWALE SUCCESSFULLY COMPLETE THE PROJECT IN ACCORDANCE WITH REQUIREMENTS OF THE à TECHNICAL. SPECIFICATIONS. 8 Z Ë 10. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURITY AND MAINTAINING A HEALTH AND SAFETY © 8 PLAN DURING CONSTRUCTION. 9 2 11. CONTRACTOR SHALL BE RESPONSIBLE FOR DEVELOPING AND IMPLEMENTING AN ENVIRONMENTAL h a MITIGATION AND MANAGEMENT PLAN (EMMP). s N L 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TRAFFIC CONTROL ADJACENT TO CONSTRUCTION œ S ZONES. ROUTE & SHALL NOT BE CLOSED TO TRAFIC WITHOUT WRITIEN AUTHORIZATION FROM OF = THE CLIENT. 59 ê 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGE AND DISTURBANCE CAUSED BY Z 8 CONSTRUCTION OPERATIONS, WHETHER INTENTIONAL OR UNINTENTIONAL. ALL ROADS, DITCHES, -XO Ÿ YARDS, AND STRUCTURES SHALL BE REPAIRED/RETURNED TO EXISTING CONDITIONS OR BETTER. L 00 d 3 14. THE CONTRACTOR SHALL VERIFY ALL LINES, GRADES, AND INVERTS PRIOR TO CONSTRUCTION El L œ à ANY DISCREPANCIES FOUND BETWEEN THE PLANS AND THE CONTRACTORS SURVEY SHALL BE a 5 BROUGHT TO THE ATTENTION OF USAID'S TECHNICAL REPRESENTATIVE. ou © Z £ 20 ë [2] 2 o A > J 2 È © mn zZ 5 dd Ë < Ë ë ü £ & 5 3 7 Z 8 UNLESS OTHERWISE NOTED, ALL LINEAR & DIMENSIONS SHOWN ARE IN FEET Z ê 1 PROJECT TITLE: SHEET_ CONTENTS: DESIGNED EN. DATE CE EE DRAWING 2 & ENGINEERING DESIGN PS PS EE REFERENCE Ê GOVERNMENT OF HAITI LR M 297 2016 È AND É an & CONSTRUCTION EKAM SETTLEMENT UPGRADE = = VS A PS ES NUMBER: É UE À SUPERVISION PROGRAM ENERAL NOTES AND LEGEND LT [ £ UNITED STATES AGENCY FOR % Ë OFFSITE DRAINAGE TRW TETRA TECH PS PS EE NHSUP 2 INTERNATIONAL. DEVELOPMENT in EKAM 127—1298-15001 SYMBOLS & ABBREVIATIONS EE EE | Sir 8 RE TETRATECH PS PS DE £ TK MP Z [page 4] a uv ; ’ " F u 6 2-48" RCP CULVERTS WITH HEADWALLS TO BE DEMOLISHED 5 RQ 7 OFFSITE DRAINAGE CHANNEL / / BENCHMARK INVERT=307.03 EDGE OF PAVEMENT (ROUTE 6) / / / 4 / A PRIMARY CANAL Le È — APPROX. LOCATION OF EXISTING SAMBA CANAL 2 VEHICLE ACCESS BRIDGE F4 : © : 9 S <_Z 5 à z p À. 2h 5 Le LC CE: ? — DEMOLISH STONEWORK F & [e] 9 3 IN THIS AREA Lo d rire à ax É Su© £ 2 ë na & o & T2 | ë _ É k 5 ë 60° 0 60" 120" ü | £ SECONDARY CANAL. SCALE: 1” = 600" 8 3 & UNLESS OTHERWISE NOTED, ALL LINEAR S DIMENSIONS SHOWN ARE IN FEET 2 it GT : à ENGINEERING DESIGN D É GOVERNMENT OF HAT 4 2 CONSTRUCTION RES À D £ AND ER; SUPERVISION. PROGRAM EKAM SETTLEMENT. 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DEVELOPMENT Rs TETRATECH EKAM 127-1288 18001 El EE | | c-302 £ “H Sue 2 Z [page 12] n D L ur _ 1 L ui 1 MATCH TO EXISTING LT SRE (TP) F-MORTARED STONE MIN 10” THICK 6"-8” RIP RAP (TYP) | (SEE DETAIL) SIDE SLOPE | 6 à 1:3 TO GRADE (TYP) | | rFINISHED CHANNEL | | BOTTOM SIDE SLOPE || 1 EXISTING_ MATERIAL 1:15 (TP) | ] : / 6” BEDDING MATERIAL 20° 5 PROPOSED DRAINAGE CHANNEL TYPE 1 TYPICAL DETAIL NTS MATCH TO EXISTING LT GRADE (PP) rMORTARED STONE MIN 2'0” THICK 6"-8" RIP RAP (TYP) SIDE SLOPE [EE DEAD 277 123 TO GRADE (TYP) | S2NZNYNY2S | FFINISHED CHANNEL | | 80TTom PA 4 SIDE SLOPE / / 1 EXISTING_ MATERIAL 1:1.5 (TP) | | : / : © : pA0R02070 104 2 ÿ œ £ 6” BEDDING MATERIAL L 20° | Fr] [22] 2 -EG d 3 PROPOSED DRAINAGE CHANNEL à © © 5 DOUBLE LAYER MORTARED STONE éax È NTS Cr Z L £ > ë o à 8 o W & T2 ë A ul MORTAR [ 12" STONE CHINKING STONES ® É \ / / k 5 $ g 2] Ë 6” BEDDING MATERIAL 5 NOTES: 8 1. STONE TO BE 12” THICK AND SOLID, LOOSE STONES WILL NOT BE ACCEPTED. £ 2. STONES TO BE SET IN MORTAR. 3 3. MORTAR TO BE FLUSH WITH FACE OF STONE AND TROWELED SMOOTH. 2 4. VOIDS OVER 6” SHALL BE CHINKED WITH SMALLER STONES. ‘ 5 MORTARED STONE DETAIL e NTS UNLESS OTHERWISE NOTED, ALL LINEAR à DIMENSIONS SHOWN ARÈ IN FEET $ 1 OS EE RE EE DRAWING Ê GOVERNMENT OF HAITI TR, ENGINEERING DESIGN ANF 09-DEC-2016 PE REFERENCE È ? Sms à & CONSTRUCTION FETE TETE PS PE PS ES NUMBER: £ AND ll se |) SUPERVISION PROGRAM EKAM SETTLEMENT UPGRADE PE PE PE ES = UNITED STATES AGENCY FOR r/ OFFSITE DRAINAGE DRAINAGE DITCH ANF TETRA TECH PS PS PS ES NHSUP El Le _ _ CHECKED 8 CAD FILE Na PS PE PS ES 8 INTERNATIONAL DEVELOPMENT Gé TETRA TECH EKAM 127—-1298—-15001 DETAILS RS DS D C-501 £ Z [page 13] n D u w n 1 v nt 1 6 POUR CONCRETE / FLUSH WITH EXISTING / PAVEMENT (TP) / SAW CUT / #4 @ 12" o.c. 2" CL (TP) — EXISTING_ PAVEMENT PROPOSED CONCRETE SLAB RIP_RAP / [TES SET SEE PLAN / N NE FYYYYYYSYSYSSSSCSCS X_EXISTING LARREMHEKE K PAVEMENT . À . . SERRE RER ot ere PR | . . F EE LHRARAEE AV BEDDING. MATERIAL F9eps0ees 28080€ BEDDING MATERIAL 290800 TA TRATÉ \ d 280009 op ot 0 op n090o0e " 2% IN 6 UPS -— 19280200 3x9 Box ele Ly6 @ 6” LONGITUDINAL 3" CL (TYP.) d LKR 0000001 VERT TILL Unoisrurgeo FIL REINFORCEMENT_PARALLEL 5 D ULM IEUÉ sucre = TO ROADWAY CENTERLINE Logogod 26" BEDDING MIN HENENENANEN 9F° CONSTRUCTION 02 0 9 door NOTES NOTES MIRAFI 140N FILTER 1. RIP RAP SHALL BE INSTALLED 1. CONCRETE SLAB TO BE 4000 PSI CONCRETE FABRIC (OR EQUIVALENT) WHERE SHOWN ON PLANS SECTION 1 SHEET C—301 [c-zo1fc-502 RIP_RAP CONCRETE SLAB DETAIL SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SEE STRUCTURAL DETAILS ON SHEETS S-505 THROUGH S-508 4 TWO BOX CULVERT CONCRETE SLAB JP 07 sua8 HEADWALL < / / ® See PLAN EP GE HEADWALL ROAD FCONCRETE SLAB SAW CUT PAVEMENT 10'E ä SEE DEL e / | SEE DETAIL OUTSIDE LIMIT OF WORK F4 8 _ | s 6" RIP RAP (TP) / | | (TP. BOTH SIDES) © © ] | | Ê Ÿ en EE —— = =) S EE EE & Lx Be œ s ie QÉ É ne nn nt mn Ki I l | œ Z 5 | | LO0 o L O d 5 | INVERT_307.03 ! | au œ à [] to £ Con EE 554 Z = 5 RL DD. a Q 8 JS X 76" BEDDING MATERIAL a g & EN da È a i —\ MIRAFL 140N FILTER mA El 12", MORTARED_RIP FABRIC OR EQUIVALENT = É RAP, MORTAR TO BE H £ NOTES FLUSH WITH HEADWALL. 5 ë u 1. IF PAVEMENT SAWCUT IS UNDERMINED OR Z Ê DAMAGED THE CONTRACTOR SHALL RECUT THE PAVEMENT TO PROVIDE À SMOOTH AND SOLID ü EDGE AT PAVEMENT SEAM 4 2 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE 5 ROUTE 6 CLOSURE FOR CONSTRUCTION WITH £ "MINISTÉRE DES TRAVAUX PUBLICS, TRANSPORTS El ET COMMUNICATIONS" (MTPTC) ü 6 2 É 8 8 à a MULTIPLE CULVERT c-z1]c_502] : SCALE: N.TS. a UNLESS OTHERWISE NOTED, ALL LINEAR à DIMENSIONS SHOWN ARE IN FEET Z ë 1 ENGINEERING DESIGN PROJECT_ TITLE: SHEET_ CONTENTS: DESIGNED BY DATE CE EE DRAWING Ê GOVERNMENT OF HAITI TR TRW 09-DEC-2016 VE RE PE DE REFERENCE È S Le à & CONSTRUCTION —— TETE PS PE PS ES NUMBER: DRANN Su z ñ K AND b 5 SUPERVISION PROGRAM EKAM_SETTLEMENT UPGRADE HEADWALL PR RS EE L 2 À UNITED STATES AGENCY FOR à mm” OFFSITE DRAINAGE DETAILS TRW TETRA TECH PS PS PS ES NHSUP 5 SES) INTERNATIONAL DEVELOPMENT né” 127-1298—15001 ao orne A ES _ É RS TETRATECH EKAM A D EE ES c—502 £ ch Z [page 14] n D ue ur _ 1 L ui 1 GENERAL: CAST_ IN PLACE CONCRETE: 1. ALL LINEAR DIMENSIONS ARE INCHES AND FEET UNLESS NOTED OTHERWISE (U.N.O.). 1. CONCRETE WORK SHALL CONFORM TO: 2. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED BY THE CONTRACTOR IN THE FIELD AND ANY DISCREPANCIES ACI 301-05 — SPECIFICATIONS FOR STRUCTURAL CONCRETE. SHALL BE BROUGHT TO THE ATTENTION OF THE ON-—SITE AUTHORIZED REPRESENTATIVE BEFORE PROCEEDING WITH ACI 318-08 — BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY. THE AFFECTED PORTION OF THE WORK 6 2. CONCRETE SHALL HAVE A MINIMUM CONCRETE COMPRESSIVE STRENCTH AT 28 DAYS, 3. THE CONTRACTOR SHALL INFORM THE ON-SITE AUTHORIZED REPRESENTATIVE OF ALL DISCREPANCIES FC = 28 MPa (4000 PSI). THE MAXIMUM WATER-CEMENT RATIO OF 0.45 (BY WEIGHT) U.N.O. ALL CONCRETE BETWEEN DRAWINGS OF DIFFERENT TRADES, PRIOR TO INITIATION OF ANY WORK. EXPOSED TO WEÂTHER SHALL BE AIR-ENTRAINED, IN ACCORDANCE WITH ASTM C231 4. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE AUTHORIZED ON-SITE REPRESENTATIVE WHEN, IN THE COURSE . 3. CONCRETE SHALL BE CONTROLLED NORMAL WEIGHT CONCRETE, PROPORTIONED, MIXED AND PLACED UNDER THE OF CONSTRUCTION, CONDITIONS ARE UNCOVERED WHICH ARE UNANTICIPATED OR OTHERWISE APPEAR TO PRESENT SUPERVISION OF AN APPROVED QUALITY CONTROL ENGINEER BEND DIAMETER SCHEDULE MINIMUM REBAR IN CONCRETE SPLICE À DANGEROUS CONDITION. “AD = BAR DIAMÉTER , db = BAR DIAMETER LENGTHS IN. fy = 60KSI fe = 4000 PSI 5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL AND SHOP DRAWINGS. + THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING: D — FINISHED INSIDE BEND DU ” = N° IA. BAR SIZE ® TOP BARS BOTTOM BARS A) CONCRETE PLACED AGAINST THE EARTH 3 db 6. SECTIONS AND DETAILS SHOWN ON ANY DRAWING ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. B) SIDES OF FOOTINGS, WALLS AND PIERS D 64 FOR 15 RU de tt 7... WORK NOT INDICATED ON THE DRAWINGS, BUT REASONABLY IMPLIED TO BE SIMILAR TO THAT SHOWN AT 18 # BAR AND LARGER 2 h : # u# al WA , Al — ON—GRAI M 1 8. STRUCTURAL IMPROVEMENTS SHALL NOT INTERRUPT THE DRAINAGE OF WATER fo 6. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60. U.N.O. SEE SPLICE RS ES TABLE FOR LAP LENGTHS. MINIMUM YIELD STRENGTH FY = 60 KSi 5 7. DO NOT WELD OR BEND REINFORCEMENT IN FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY ENGINEER. 21/2 8. NO BARS SHALL BE CUT OR OMITTED IN THE FIELD BECAUSE OF SLEEVES, DUCT OPENINCS OR RECESSES. BARS MN MAY BE MOVED ASIDE WITHOUT CHANGE IN LEVEL WITH THE APPROVAL OF THE QUALITY CONTROL ENGINEER STANDARD HOOKS AND BENDS 9. REINFORCEMENT STEEL SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS. ALL CONSTRUCTION JOINTS ALL BARS SHALL BE TIED TOGETHER SPLICE NOTES: SHALL BE KEYED U.N.O. e° 1 BASED ON NORMAL WEIGHT CONCRETE, UNCOATED BARS, 10. WHERE VERTICAL CONSTRUCTION JOINTS ARE NOT SHOWN, OR WHEN ALTERNATE LOCATIONS ARE PROPOSED, 9° CLEAR SPACING NOT LESS_THAN FOUR BAR DIAMETERS, DRAWINGS SHOWING LOCATION OF CONSTRUCTION JOINTS AND CONCRETE PLACING SEQUENCE SHALL BE SUBMITTED 6° AND CLEAR COVER NOT LESS THAN 1 % TO THE ENGINEER FOR APPROVAL PRIOR TO PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS. CONSTRUCTION JOINTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE BEAM OR SLAB SPAN. CONCRETE SHALL BE PLACED 2 DAS ON EIN EERTR RES RO RAR WITHOUT HORIZONTAL CONSTRUCTION JOINTS U.N.O. , DIAMETERS, INCREASE SPLICE LENGTHS SHOWN BY 50%. " ” TIES IT ALL KEYS SHALL BE 27 BY 47 NOMINAL U.N.O. 3. BARS ARE CONSIDERED TO BE TOP BARS WHERE MORE 12. DETAILING, FABRICATION, AND ERECTION OF REINFORCEMENT SHALL CONFORM TO ACI 318 BUILDING CODE SPLICES FOR SUCCESSIVE TES TO BE THAN 1/0" OF CONCRETE IS CAST BELOW THE BAR. WALL REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 315 DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, AND PLACED AT ALTERNATE CORNERS HORIZONTAL, BARS UNIFORMLY SPACED. IN À VERTICAL CRSI MANUAL OF STANDARD PRACTICE. PICAL_ REINFORCIN AR PLANE AT 40 MAXIMUM SPACING ARE NOT CONSIDERED 4 13. CONTRACTOR SHALL COORDINATE LOCATIONS OF PENETRATIONS, SLEEVES, INSERTS, ETC. WITH CONCRETE TYPICAL_REINFORCING BAR 2 CONSTRUCTION. NO PIPES SHALL PASS THROUGH CONCRETE WITHOUT THE PERMISSION OF THE AUTHORIZED STI RRUPS AND Tl ES REPRESENTATIVE. STEEL PIPE SLEEVES SHALL BE PROVIDED AND SPACED A MINIMUM OF THREE PIPE DIAMETERS ON SCALE: NTS 8 CENTER. CONDUIT AND OTHER EMBEDDED ITEMS SHALL BE CLEAN AND FREE OF OIL AND OTHER FOREIGN MATTER 5 # SUCH AS LOOSE COATINGS OR RUST, PAINT AND SCALE © 14. PROVIDE ALL NECESSARY CHAIRS, CHAIR BARS, SPACERS, ETC. WIRED SECURELY TO HOLD REINFORCEMENT IN LEGEND (FOR REINFORCING SHOWN IN PLAN OR ELEVATION) Z e POSITION. THESE ACCESSORIES SHALL BE PLASTIC BOOTED WHERE CONCRETE IS TO BE EXPOSED TO WEATHER OR © 8 MOISTURE. WIRE TIES SHALL BE 16 GAUGE (1.5mm) OR HEAVIER BLACK ANNEALED STEEL WIRE. 90° HOOK IN THE PLANE OF THE DRAWING _ S [ni ë < 15. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING REINFORCING STEEL PLACEMENT, SCHEDULES, SIZES, x S GRADES, AND SPLICING AND BENDING DETAILS. DRAWINGS SHALL SHOW SUPPORT DETAILS INCLUDING TYPES, SIZES ———— AT PERPENDICULAR TO THE PLANE OF THE © : AND SPACING. 2 ê 16. REINFORCEMENT SHALL BE STORED OFF THE GROUND ON PLATFORMS, SKIDS OR OTHER SUPPORTS ———— OR QE PENDIQUIAR TO THE PLANE OF THE CE ag D 180 HOOK IN THE PLANE OF THE DRAWING LE $ 5 L © a 3 ———— OFFSET IN THE PLANE OF THE DRAWING tu [2] Z Z “ax à Idh (in) 71/2 9 1/2 12 15 19 ÿ à 5 ABBREVIATIONS AND SYMBOLS: 2 g G È ADD'L ADDITIONAL FIN. GR. FINISHED GRADE ss STAINLESS STEEL idh idh 2] ul ALT. ALTERNATE FTG FOOTING STD. STANDARD CRITICAL SECTION mA 2 ARCH ARCHITECTURAL INFO INFORMATION STIFF STIFFENER _ Z BOT. BOTTOM JT JOINT STRUCT STRUCTURAL 48, 2 172" E & 8.0 BOTTOM OF LLH LONG LEG HORIZONTAL T&B TOP AND BOTTOM d O n CLR CLEAR LLV LONG LEG VERTICAL TO TOP OF | n Z ÈË CONT. CONTINUOUS MCJ MASONRY CONTROL. JOINT TS. TOP OF STEEL + D} à £ coL COLUMN MER MANUFACTURER TP TYPICAL R = 3d (MP) | nos S COORD. COORDINATE MAX. MAXIMUM U.N.O. UNLESS NOTED OTHERWISE à 2 CTR CENTER MIN. MINIMUM VERT. VERTICAL 180°_BEND 45° BEND 90° HOOK Ë DEMO DEMOLITION NS NORTH—SOUTH VF VERIFY IN FIELD a — es 8 NO NUMBER ——— CONSTRUCTION JOINT ë DIA. DIAMETER . ü DN DOWN o.C. ON CENTER <—# DIRECTION OF SPAN NOTE: "d” = BAR DIAMETER 6 DWG DRAWING 0.D. OUTSIDE DIAMETER —— DIRECTION OF SLOPE Hi E-W EAST—WEST OPN'G OPENING a PLATE BEND IN REINFORCING BARS Z EF. EACH FACE P.C.C. PORTLAND CEMENT € CENTERLINE SCALE: NTS 8 EL ELEVATION CONCRETE Do DTTO 0 2 EOD EDGE OF DECK PL PLATE $ SIDEWALL LINE d EOS EDGE OF SLAB PROP PROPOSED 2 EQ EQUAL PSF POUNDS PER SQUARE FOOT È EW. EACH WAY REINF. REINFORCING S EXIST EXISTING SIM SIMILAR Es FDN FOUNDATION SQ. SQUARE & UNLESS OTHERWISE NOTED, ALL LINEAR à DIMENSIONS SHOWN ARE IN INCHES Z à 1 PROJECT TITLE: SHEET_CONTENTS: DESIGNED BY: DATE CE EE d _ ENGINEERING DESIGN D REFERENCE £ GOVERNMENT OF HAITI 7 EWK 09-DEC-2016 2 k É mrm à & CONSTRUCTION TT ETTTNET PS PE PS ES NUMBER: 5 te AND ER SUPERVISION PROGRAM EKAM_SETTLEMENT UPGRADE ue [rem re | A ES = D) A RNATIONAE DIVEL OPMENS WP Pr 598 IS00 STRUCTURAL NOTES Ed | | NHSUP 3 tre, RS _ _ CHECKED BV CONTENT ë SL TETRA TECH EKAM SHEET 1 OF 2 EEE | s-001 £ #8 NF Z [page 15] n L LU u L . S M . FOUNDATIONS: 1. IT IS ANTICIPATED THAT EXCAVATIONS FOR THE PROPOSED CONSTRUCION CAN BE ACCOMPLISHED WITH CONVENTIONAL EARTHMOVING EQUIPMENT. 2 FOUNDATIONS HAVE BEEN DESIGNED FOR AN ASSUMED NET BEARING CAPACITY OF 95.7 KPA [2000PSF) AND A 6 MODULUS OF SUBGRADE OF 100 MPA/M [100 PSI/IN]. ACTIVE EARTH PRESSURE, Ka IS ASSUMED TO BE 0.30. VALUES MUST BE CONFIRMED TO BE CONSERVATIVE BASED ON GEOTECHNICAL INVESTIGATION. THE ALLOWABLE BEARING CAPACITY IS INCREASED BY ONE-—THIRD FOR EARTHQUAKE AND WIND LOAD COMBINATIONS AS ALLOWED BY IBC FOR ALTERNATIVE BASIC LOAD COMBINATIONS. 3. ALL FOOTINGS SHALL BE PLACED ON NATURAL UNDISTURBED SOIL OR ON COMPACTED SELECT GRANULAR MATERIAL FILL PREPARED AS FOLLOWS: A. REMOVE UNSUITABLE MATERIAL BELOW THE FOOTING AND REPLACE WITH COMPACTED SELECT GRANULAR MATERIAL FILL TO A DEPTH WHERE NATURAL SOIL AND OR COMPACT FILL IS ENCOUNTERED. B. FILL MATERIAL MUST BE PLACED IN LIFTS UP TO A MAXIMUM OF 0’6” IN THICKNESS. EACH LIFT COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557 AT MOISTURE CONTENT WITHIN MINUS 1% TO PLUS 2% of the optimum. WHEN THERE IS À CONCERN OF INDUCING EXCESS STRESSES IN EXISTING FOUNDATION OF EITHER 28” OR TWICE THE EXISTING FOOTING DEPTH (IF KNOWN), WHICHEVER IS GREATER, TO A MINIMUM OF 90% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557 AND TO WITHIN MINUS 1% TO PLUS 2% OF OPTIMUM MOISTURE CONTENT 4. BEARING SOIL SHALL BE INSPECTED AND APPROVED BY THE QUALITY CONTROL ENGINEER BEFORE CONSTRUCTING ANY FOOTINGS. NO FOUNDATION CONCRETE SHALL BE PLACED IN WATER. 5 5 FOUNDATIONS MAY BE ALTERED IF NECESSARY TO SUIT CONDITIONS ENCOUNTERED DURING CONSTRUCTION, WITH THE APPROVAL OF THE ENGINEER. 6. FOOTING SUBGRADE PREPARATION SHALL BE PERFORMED IN THE DRY. DEWATERING MAY BE REQUIRED FOR CONSTRUCTION. THE CONTRACTOR SHALL SUBMIT A DEWATERING PLAN TO THE ENCINEER FOR REVIEW. 7. ALL UNSUITABLE MATERIAL SHALL BE REMOVED WITHIN THE LIMITS OF THE FOUNDATIONS OF THE STRUCTURE AS DIRECTED BY THE ENGINEER. 8 SEE CIVIL DESIGN FOR LAYOUT & GRADING. | 4 Es Ÿ ü 5 z ë 9 S k £ © F ë ê 2h ÿ x Z d Fo a LOO 3 JS au œ £ 590 Ë > a ÿw Q 5 o W & T2 Ë mA d 2 É É w z = 3 Ê Ë 2 Ê a É 2 a L » & ‘1 L L è UNLESS OTHERWISE NOTED, ALL LINEAR S DIMENSIONS SHOWN ARE IN INCHES Z Ë 1 PROJECT TITLE: SHEET_ CONTENTS: DESONED Er Joe CT DRAMING E GOVERNMENT OF HAITI ER ENGINEERING DESIGN EWK 09-DEC-2016 PS PR PE ES REFERENCE È ; mm &. CONSTRUCTION D NUMBER: ÿ K AND = | SUPERVISION PROGRAM EKAM SETTLEMENT UPGRADE SE ES PR £ RNPÆ | UNITED STATES AGENCY FOR À em OFFSITE DRAINAGE STRUCTURAL NOTES E LE ES RE RE DS NHSUP 5 ES) INTERNATIONAL DEVELOPMENT is” 127-1298—15001 GED one D PR ES 8 Des TETRATECH EKAM SHEET 2 OF 2 ne EE S—002 £ #8 MAPS Z [page 16] A B C D E F G H l NOTES: SPAN 1. THE VEHICULAR BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH: A) 2002 SPECIFICATIONS OF THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS WITH CURRENT INTERIM SPECIFICATIONS (AASHTO). 6 Do = B) ACI 318-08 L--zz \ ! TL | C) IBC 2009 7 \ | ——- [s 1 | 7 2. NO EXISTING SURVEY WAS AVAILABLE DURING THE DESIGN. ALL EXISTING | \ 1 | DIMENSIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. \ \ H | 3. LOADING: \ 1 A) DEAD LOAD: SELFWEIGHT \ \ S—005|S:005 | nl B) VEHICULAR LIVE LOAD: H15 TRUCK TWO \ | AXLES, SPACED AT T4FT AXLE LOAD 12 kips \ A -- 2 1 SEISMIC: Ss= 1.50g \ Dr C\ I 16" | (| += 1 PGa= USE GROUP | LT | | | | = SITE CLASS D | A A | IMPORTANCE FACTOR | = 1.0 A | | 4. THE FOLLOWING GEOTECHNICAL PROPERTIES WERE ASSUMED FOR DESIGN AND ! I I! I I | SHALL BE FIELD VERIFIED BY THE CONTRACTOR | | [ [ [ | A) UNIT WEIGHT OF SOIL: 115 PCF 5 l l l l l | B) ALLOWABLE NET BEARING PRESSURE: 2000 PSF l | [ | | l C) ACTIVE EARTH PRESSURE COEFFICIENT: | I I! : Lx I I | FOR FRAME DESIGN:Ka=0.30 | nl QÉ l [ FOR WALL DESIGN: Ka=0.45 + D RS Le ES a + — D) PASSIVE EARTH PRESSURE COEFFICIENT: | | 1 CONSTRUCTION 8 | | | FOR FRAME DESIGN:Kp=3.0 I : I I FOR WALL DESIGN: Kp=6.1 | | | | | | 5. SEE NOTES ON S-001 & 5002. [ [ l l [l l l | | RE | | PE RE | —-- \ [l on 1 77 l + |) l 1-6 Li (| + L— CAST-IN-PLACE l - = 1-0" D! Lo \ CONCRETE 1 | DC \ RETAINING WALL | 21 vo \ | AL; BA \ \ 4 1 SOA \ = j Gal \ © / 1 o2\e \ \ & ! | s-003|s-004 6 \ à L ! _ 7 282 | : Ê = 1 ÉTÉ \ Pl Le —— ZA _ + © = BEL À z 5 ll 6 — À Be \ © S 110" PLAN LS Le —— =, 4 E 2h à HF & © 2 3 an o 2 Sox É a 6 £ 13-0" ou L Ë SPAN ne el 2 ä 1-6 1-6 na a CASTINPLACE . » 1 Wu 5 TOP OF CONCRETE DECK CONCRETE BARRIER 3'V x 4W SCUPPER A A [ OR ER D S-0035;004 ++ CASTIN—PLACE "2 Ê£ 7 EU J = 7 VEHICULAR BRIDGE ‘4 \ CONCRETE BARRIER —. : rm] u) COMPACTED SELECT FILL = u ? f COMPACTED SELECT FILL | oPE 1% ? a É / (YP.) a | | | SLOPE 1% a = £ RTE NRER D 5 (un) © & [2 È » CONCRETE FRAME 2 d Zz 5 5 = $ L = Ë L D 7 & K 8 ! L 5 2 Pr OLA DZ 2 MANN ESNESNESNESN ES 2 £ & Ÿ S + SN Y \ 2 LLLLLLLLLLLÈ PTIT INT TIR) T 8 _| ELEVATION 8 a ) BRIDGE SECTION à SCALE: N.T.S. SCALE: N.T.S. S-003|S-003 il Z @ UNLESS OTHERWISE NOTED, ALL LINEAR & DIMENSIONS SHOWN ARE IN FEET Z ë 1 _ ENGINEERING DESIGN PROJECT TITLE SHEET_CONTENTS: (CT EE DRAWING £ r GOVERNMENT OF HAITI ET R JZ 09-DEC-2016 AE RE A REFERENCE È CS L'an à & CONSTRUCTION — = A PE ES NUMBER: ss er” AND JF Ÿ SUPERVISION PROGRAM EKAM SETTLEMENT UPGRADE PLAN, ELEVATION 5 AE A AS £ SS### | UNITED STATES AGENCY FOR il OFFSITE DRAINAGE AC TETRA TECH AE PE EE NHSUP ë RE INTERNATIONAL DEVELOPMENT Qi TETRA TECH EKAM 127-1298-15001 AND GENERAL NOTES nue EE 003 2 SG NEUFS 0 Z [page 17] A B C D E F G H 1 S—004[S-004 NX T7 nn \ 6 . & s / LAP \ & 20 7 2" CLR | (MP) L 45 © 12" (T&B) << ——— —— REINFORCING TABLE - EE ——— ————————© ILE CONCRETE THICKNESS REINFORCEMENT L î #4 @ 9" oc. Er. | N | SE SPAN | HEIGHT i . | ANSE | 8 | S wW S S | We | W « 1-5] | FR } 26-0" | 6-0" 8-6" 2-0" 1-6" #6 @ 5” | #6 @ 6" | #6 @ 5” | #5 @ 6" OC. We NL H t LAP (SEE NOTE 12 © 7 ON SHEET S-01) | ° #4 © 9" F 1 EF. 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