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HomeMy WebLinkAbout83-1730 - Site PlanEXISTING CULVERT 2' DIA. CUP I 8' DIA D.I. ill WA PIPE EXISTING -7 CULVERT 2' DIA. CM �- W - / 1.9 3.519 ,W-5 �W-4 \ J �i - �8W'-8,8�' I I I I W-9 x3.2 x3.31 X ► I/ 3.0 EDGE OFAR1NC w-3 ll�--- / ► // Ii x / / / - / / ' /,�, / / - •� 0.3 - - -'/ / // - - - - - WET MEADOW / / / � / ► 11 ` / / / / ` +4.�/� 14 w -h-8/ iW-10 0000 �e / PROPOSED i// , ' / x4.6 LIMIT OF WORK/HAYBALES, PRONf ED XJ< +r1XISTINc /k/ v� LIMIT OF\ -�� \ �,"' WEIR i� 1 \\WORK/HAYDA�L S�wi Ave-� �1� w511 Y� x415 I I \1 \\ \\ \\ \\ \SEE \: \ z, -�/ x4.7 PROPOSED \ 3 g �Qv�... WEIR DETAIL I ash L I -3x4. -1 / /�\\ /� ''�♦ EXISTING PIPE 2' DIA. CMP / \ 00 _ \ \ \ \\ \\ \\ \\ \\ \\ J\! y , • x5.5 5_ ` \ / ,' \\ / 0 1 \. 3 1 \ 1 \I.. x8.1 :: ; 1 \\ // l \\ 0 I I I I 1 1 1 1 ► �00 II I I I i 11 \ I I EXISTING PIPE /' l I I 1 I 1 \ 1 1 \ �20' DIA CMP GRASS FAIRWAY �� I E)aS11NC \,�I EXISTING CONDITIONS PLAN \ 1 1 1 20 10 0 20 60 1 ILIHAYBALE SILT BARRIER DETAIL 1 1 1 1 1 I II l \ l 1 1 \ \ 1 To eAss i Inch - 20 ft. NO SCALE 1 \ \ \ 1 \ 1 RIVER / / / I x3.4--------- m� M -" ------�---- , ► / / 9 -/ 1 1 1 I �I I DAN y� 0` GOLF COARSE OAST"AL NGINEERING OMPANY, INC. 260 Cranberry Hwy. Orleans, MA 02653 508255.6511 Fax: 508.255.6700 t M: Il 11� 11 1 11 �1 b_ in a workmanlike manner and in accordance with the detailed �:3' i 1 1 I I a� \ done in accordance with the recommendations of the american AREA OF BANK EROSION � AREA of BANK TOP OF WEIR EROSION install the gate operating mechanisms and accessories in strict m IL5. All grout ehall be non-ahrink with a minimum compressive accordance with the manufacturers drawings and recommendations EL=4.7 strength of 5,000 psi. 11 1_ '!1 DATE_2- i PROJECT NO. 1.7 �4,. .: ♦ . t v {L `y c .`�PRGPa$m FOOTING • 31e 7EWPORARY SArUBAGS < 0 FLOOR EL - 4.7- T.O.W. ELEV.= 441' 4 x3.2 'g EXISTING GRADE °� MOUTH. MA • KEY MAP :d.� DATUM 1 -- --- Ire/ NO SCALE Woo° BOARD _ - \ I \ x3.3 \OONICRM � � W -it W-15 PLAN REFERENCES: m FootwG I I ASSESSORS MAP 80, PARCEL 117 • \ � \ \\ PROPOSED i / ?\ �� ►, 0.5 FLOOD N07E.- CATE\ , /� FLOOD ZONE A6 (ELEV. 8) AS SHOWN ON / / O FEMA FIRM PANEL /250015 00040 % I REVISED JUNE 17, 1986 DATUM NOTE: ELETE0NAALNEEON VCALON H71ONGODD71CC VERTICAL DATUM (NGVD)-O.0' MLWm-.7 NGVD do / / I PROPOSED / MHW=1.8' NGVD / L CONCRETE _ - - - -46 1 0 ^ I-�\ WFR ----- \ \ EXISTING ERODED BANK i ' / / \ TO BE REPAIRED AND I I i / TO BE"REPAIRED AND \\ THE 41 CONTOUR.REGRADED TO TC" x3.8 l i' / 11 I THEREGR4V CONTOUR.ADED TO SEAL \ \9\ LEGEND t'A EXIsnNc y`L' m IW-3 WETLAND FLAG ao.41450 EDGE OF WETLAND Orr --10-- CONTOUR PROPOSED WEIR PLAN DETAIL 0 5 10 1520 25 1 _ EXISTING 5EXISTING RIP -RAP TO 25 EXISTING WEIR BE REMOVED SECTION A -A SCALE: 1'-4' PROPOSED STAINLESS Y STEEL WALL MOUNTED x SIDE GATE USE EMERGENCY Y m RODNEY HUNT 763 OVERFLOW rs EL 0' TOP OF YAR O EL -4.7 0 m m I I \ it 1 \ 1 1 1 1 II 0 1 I II Il 11� 11 1 11 �1 b_ in a workmanlike manner and in accordance with the detailed �:3' i 1 1 I I a� \ done in accordance with the recommendations of the american AREA OF BANK EROSION � AREA of BANK TOP OF WEIR EROSION install the gate operating mechanisms and accessories in strict m IL5. All grout ehall be non-ahrink with a minimum compressive accordance with the manufacturers drawings and recommendations EL=4.7 strength of 5,000 psi. 11 1_ '!1 DATE_2- i PROJECT NO. 1.7 �4,. .: ♦ . t v {L `y c .`�PRGPa$m FOOTING • 31e CHAMFER < FLOOR EL - 4.7- T.O.W. ELEV.= 441' 4 'g EXISTING GRADE °� • :d.� DATUM 1 v Woo° BOARD _ 0 5 10 1520 25 1 _ EXISTING 5EXISTING RIP -RAP TO 25 EXISTING WEIR BE REMOVED SECTION A -A SCALE: 1'-4' PROPOSED STAINLESS Y STEEL WALL MOUNTED x SIDE GATE USE EMERGENCY Y m RODNEY HUNT 763 OVERFLOW rs EL 0' TOP OF YAR O EL -4.7 0 m m SLIDE GATE NOTES: S r 3. Contractor shall submit concrete mix design with list of 0 admixtures prior to the mixing and placement of concrete.ED Installation of all parts shall be done by a construction contractor b_ in a workmanlike manner and in accordance with the detailed e DATUM 1 technical installation procedures supplied by the gate manufacturer. U 0 5 10 1520 25 1 _ EXISTING 5EXISTING RIP -RAP TO 25 EXISTING WEIR BE REMOVED SECTION A -A SCALE: 1'-4' PROPOSED STAINLESS Y STEEL WALL MOUNTED x SIDE GATE USE EMERGENCY Y m RODNEY HUNT 763 OVERFLOW rs EL 0' TOP OF YAR O EL -4.7 0 m m PROPOSED GRADE EXISTING GRADE --PROPOSED CONCRETE YAR SEE DETAILS 5 10 15 �J 20 25 PROPOSED WEIR ©NOTE. D POSITION " SECTION A -A srAl IN 7.7 GATE CLOSED GATE OPEN EL -3.0 M ♦ :d •a. L. d 1.-2. ° r 4 , ': 3'-0' '4' r- DOWNWARD OPENING LOCKING WEIR GATE SLIDE GATE DETAIL NOT TO SCALE T.O.F. ELEV. = 1.7' 6' -` CRUSHED STONE BASE 4,000 PSI 10' / CONCRETE cid • V '414®12' O.C. E.W. ° 2x4 KEY ° M SECTION B -B NOT TO SCALE SCALE: 1'-4' PROPOSED 5 -10- CONTOUR GENERAL NOTES. W All work is to be done as specified in the Order of Conditions 6. Reinforcing steel shall be deformed baro conforming to astm lowed by the Yarmouth Conservation Commission and the A615, Grade 60, except where noted. Na 3 bars may conform to a V Massachusetts Department of Environmental Protection. The ASTM A615, grade 40. All reinforcing bars welded to a steel section engineer shall be notified if there are any change In existing should be of welding Grade 40. All reinforcements shall be epoxy LTI conditions or project modifications. All surrounding ares disturbed coated In conformance with ASTM A755. ►-� 0 by construction will be restored to their pre -construction stats 0 7. Detailing of concrete reinforcement and accessories shall be in STRUCTURAL NOTES: accordance with acl publication 315, latest edition. C) B. Welded Mrs Fabric (WWF) shall conform to ASTM A185 with a a W 1. All structural work shall be coordinated with the civil design minimum tensile strength of 70,000 psL o i� Plans and specifications and shall conform to the project V specifications, including the following governing etandards: 9. Provide minimum temperature reinforcement as required by ACI 318-02, in all slabs and walls where no reinforcement is Indicated O �1 a) The Massachusetts Standard Specification for Highway and on drawings. a Bridges B) ACI 'Building Code Requirements for Reinforced10. Reinforcing steel shall be placed to provide the following QI ' minimum concrete cover (see section 7.7 aci 318-02 for ^ Concrete.(ACI 318-02) w r -I conditions as noted): Foundations Footings - 3' 0 !� H 1. Assume maximum safe soil bearing pressure - 4,000 psi. Retaining walla - 2' ext, 'int O 2 All footings are to be placed on natural undisturbed material or 11. All continuous reinforcement shall have class 'b' splices (ACI a compacted granular 181. Subsoil bearing strata shall be free from all 318-02, section 1215) unless noted otherwise O 0 vegetation, loam and organic material. 12 Horizontal wall reinforcing shall be continuous and shall have a 3. All footings shall be placed on a 6' layer of crushed stone 90 -degree bends on extensions at comers and Intersections as compacted to 95% standard proctor density. Stone base materials shown on typical bar placing detail& shall conform to MDPW apes. M201.1. 11 All lap splices in WWF should be on mesh plus two inches a a N Concrete 14. Reinforcing bars may not be welded without approval of the 1. Concrete mixture, form -work, delivery and placement shall structural engineer. When approved, welding of reinforcing baro shall SCALE conform to all requirements of acl 301 (latest edition), unless be in accordance with the A.W.S. AS NOTED DRAWING FB.E #4 012* otherwise noted 15. Reinforcement bars shall be epoxy coated in accordance with C16561.dwg O.C. EW 2 Concrete materials shall be: type 1 or 2 portland cement, sand ASTM -775 DATE 8/3/2005 and gravel aggregates. Concrete shall be air-entralned per aci DRAWNBY recommendations. Concrete compressive strength, (Pc) in 28 days, TLM when tested in accordance with acl 318-02, shall be as follows: OWL 012' All concrete work - 4,000 pat SLIDE GATE NOTES: S CHECKF.DBY 3. Contractor shall submit concrete mix design with list of N admixtures prior to the mixing and placement of concrete.ED Installation of all parts shall be done by a construction contractor in a workmanlike manner and in accordance with the detailed 4. All mixing, transporting, placing and curing of concrete shall be technical installation procedures supplied by the gate manufacturer. done in accordance with the recommendations of the american It shall be the contractors responsibility to handle, atom, and � concrete Instituto install the gate operating mechanisms and accessories in strict IL5. All grout ehall be non-ahrink with a minimum compressive accordance with the manufacturers drawings and recommendations strength of 5,000 psi. 11 1_ '!1 DATE_2- i PROJECT NO. 1.7 �4,. .: ♦ . t v {L `y c .`�PRGPa$m FOOTING +. 4s is +s i ti.M.. J i S'11.7y PROPOSED GRADE EXISTING GRADE --PROPOSED CONCRETE YAR SEE DETAILS 5 10 15 �J 20 25 PROPOSED WEIR ©NOTE. D POSITION " SECTION A -A srAl IN 7.7 GATE CLOSED GATE OPEN EL -3.0 M ♦ :d •a. L. d 1.-2. ° r 4 , ': 3'-0' '4' r- DOWNWARD OPENING LOCKING WEIR GATE SLIDE GATE DETAIL NOT TO SCALE T.O.F. ELEV. = 1.7' 6' -` CRUSHED STONE BASE 4,000 PSI 10' / CONCRETE cid • V '414®12' O.C. E.W. ° 2x4 KEY ° M SECTION B -B NOT TO SCALE SCALE: 1'-4' PROPOSED 5 -10- CONTOUR GENERAL NOTES. W All work is to be done as specified in the Order of Conditions 6. Reinforcing steel shall be deformed baro conforming to astm lowed by the Yarmouth Conservation Commission and the A615, Grade 60, except where noted. Na 3 bars may conform to a V Massachusetts Department of Environmental Protection. The ASTM A615, grade 40. All reinforcing bars welded to a steel section engineer shall be notified if there are any change In existing should be of welding Grade 40. All reinforcements shall be epoxy LTI conditions or project modifications. All surrounding ares disturbed coated In conformance with ASTM A755. ►-� 0 by construction will be restored to their pre -construction stats 0 7. Detailing of concrete reinforcement and accessories shall be in STRUCTURAL NOTES: accordance with acl publication 315, latest edition. C) B. Welded Mrs Fabric (WWF) shall conform to ASTM A185 with a a W 1. All structural work shall be coordinated with the civil design minimum tensile strength of 70,000 psL o i� Plans and specifications and shall conform to the project V specifications, including the following governing etandards: 9. Provide minimum temperature reinforcement as required by ACI 318-02, in all slabs and walls where no reinforcement is Indicated O �1 a) The Massachusetts Standard Specification for Highway and on drawings. a Bridges B) ACI 'Building Code Requirements for Reinforced10. Reinforcing steel shall be placed to provide the following QI ' minimum concrete cover (see section 7.7 aci 318-02 for ^ Concrete.(ACI 318-02) w r -I conditions as noted): Foundations Footings - 3' 0 !� H 1. Assume maximum safe soil bearing pressure - 4,000 psi. Retaining walla - 2' ext, 'int O 2 All footings are to be placed on natural undisturbed material or 11. All continuous reinforcement shall have class 'b' splices (ACI a compacted granular 181. Subsoil bearing strata shall be free from all 318-02, section 1215) unless noted otherwise O 0 vegetation, loam and organic material. 12 Horizontal wall reinforcing shall be continuous and shall have a 3. All footings shall be placed on a 6' layer of crushed stone 90 -degree bends on extensions at comers and Intersections as compacted to 95% standard proctor density. Stone base materials shown on typical bar placing detail& shall conform to MDPW apes. M201.1. 11 All lap splices in WWF should be on mesh plus two inches a a N Concrete 14. Reinforcing bars may not be welded without approval of the 1. Concrete mixture, form -work, delivery and placement shall structural engineer. When approved, welding of reinforcing baro shall SCALE conform to all requirements of acl 301 (latest edition), unless be in accordance with the A.W.S. AS NOTED DRAWING FB.E #4 012* otherwise noted 15. Reinforcement bars shall be epoxy coated in accordance with C16561.dwg O.C. EW 2 Concrete materials shall be: type 1 or 2 portland cement, sand ASTM -775 DATE 8/3/2005 and gravel aggregates. Concrete shall be air-entralned per aci DRAWNBY recommendations. Concrete compressive strength, (Pc) in 28 days, TLM when tested in accordance with acl 318-02, shall be as follows: OWL 012' All concrete work - 4,000 pat SLIDE GATE NOTES: S CHECKF.DBY 3. Contractor shall submit concrete mix design with list of N admixtures prior to the mixing and placement of concrete.ED Installation of all parts shall be done by a construction contractor in a workmanlike manner and in accordance with the detailed 4. All mixing, transporting, placing and curing of concrete shall be technical installation procedures supplied by the gate manufacturer. done in accordance with the recommendations of the american It shall be the contractors responsibility to handle, atom, and � concrete Instituto install the gate operating mechanisms and accessories in strict IL5. All grout ehall be non-ahrink with a minimum compressive accordance with the manufacturers drawings and recommendations strength of 5,000 psi. 11 1_ '!1 DATE_2- i PROJECT NO. 3s-1 OF 1 SHEETS C16561.00