gallows hill park renovation - skate park

Kyle Zick Landscape Architecture, Inc.

36 Bromfield Street Suite 202 617 451-1018 Tel

Boston, MA 02108

AUGUST 7, 2019

RB KZ

SALEM, MASSACHUSETTS

GALLOWS HILL

PARK

GALLOWS HILL PARK IMPROVEMENTS

CITY OF SALEM, MA

L-0

AS SHOWN

GALLOWS HILL PARK RENOVATION - SKATE PARKSALEM, MASSACHUSETTSD R A W I N G L I S TLANDSCAPE :

COVER SHEET

SD-1 SITE PREPARATION PLANL-1 LANDSCAPE PLAN

Kyle Zick Landscape Architecture, Inc.36 Bromfield Street, Suite 202Boston, MA 02108617-451-1018 Telwww. kylezick.com

AUGUST 1, 2019

LOCUS MAP

PROJECT SITE

PREPARED BY:

CONSTRUCTION DOCUMENTS

COVER

L-0

M

A

N

S

E

LL P

A

R

K

W

A

Y

W

IT

C

H

H

ILL R

O

A

D

SLB Group, LLC14 Thompson CourtStoughton, MA 02072781-686-2489 Tel

Action Sports Design, LLC1801 E 51st Street, Suite 365-500Austin, TX 78723512-221-8036 Tel

Joseph Sarkisian & Associates, Inc.6 Hosmer StreetWatertown, MA 02472508-790-4525 Tel

NOTESL-0A

GALLOWS HILL PARK

Meridian Associates500 Cummings CenterBeverly, MA 01915978-229-0447 Tel

EX EXISTING CONDITION PLAN

SKATEPARK :SP-0.1 SKATE PARK-NOTESC-0.1 SITE-GENERAL & GRADING NOTESSP-1.1 SKATE PARK-FEATURE PLANSP-1.2 SKATE PARK-CONCRETE FOUNDATION PLANSP-1.3 SKATE PARK-CONCRETE MATERIAL PLANSP-1.4 SKATE PARK-METAL MATERIAL PLANSP-1.5 SKATE PARK-JOINTING PLANSP-1.7SP-1.8SP-2.1SP-2.2 SKATE PARK-LAYOUT PLANSP-3.1 SKATE PARK-GRADING & DRAINAGE PLAN

SP-4.1SP-4.2SP-4.3 SKATE PARK-SECTIONS/PROFILESSP-5.1 SKATE PARK-CONSTRUCTION DETAILSSP-5.2 SKATE PARK-CONSTRUCTION DETAILSSP-5.3 SKATE PARK-CONSTRUCTION DETAILSSP-5.4 SKATE PARK-CONSTRUCTION DETAILSSP-5.5 SKATE PARK-CONSTRUCTION DETAILSSP-5.6 SKATE PARK-CONSTRUCTION DETAILS

SKATE PARK-SECTIONS/PROFILESSKATE PARK-SECTIONS/PROFILES

SKATE PARK-LAYOUT PLANSKATE PARK-METAL COLOR PLANSKATE PARK-CONCRETE COLOR PLAN

SITE



Boston, MA 02108

AUGUST 7, 2019

RB KZ


GALLOWS HILL

PARK


CITY OF SALEM, MA

L-0A

AS SHOWN

NOTES



Boston, MA 02108

AUGUST 7, 2019

RB KZ


GALLOWS HILL

PARK


CITY OF SALEM, MA

EXISTING CONDITIONS PLAN

EX

1"=40'-0"

0 4020 80 FT.

·



Boston, MA 02108

AUGUST 7, 2019

RB KZ


GALLOWS HILL

PARK


CITY OF SALEM, MA

SITE PREPARATION PLAN

SD-1

1"=30'-0"

0 3015 60 FT.

SKATE PARK

IMPROVEMENTS



Boston, MA 02108

AUGUST 7, 2019

RB KZ


GALLOWS HILL

PARK


CITY OF SALEM, MA

LANDSCAPE PLAN

L-1

1"=10'-0"

SKATE PARK

IMPROVEMENTS

0 3015 60 FT.

COVER SHEET

RYAN BRENNAN MEMORIAL SKATEPARK

SUBMITTALS

GENERAL CONSTRUCTION NOTES

1) ALL CONSTRUCTION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE PLANS AND

SPECIFICATIONS.

2) ALL CONSTRUCTION TESTING SHALL BE AT THE DISCRETION OF THE CITY OF EAGAN, MN AS TO

THE TYPE AND NUMBER. REFER TO SKATE PARK TECHNICAL SPECIFICATIONS.

3) ALL EQUIPMENT SHALL HAVE RESIDENTIAL MUFFLER SILENCERS PER OSHA REQUIREMENTS AND

MUTCD.

4) ANY DETOURING OF TRAFFIC ONTO CITY STREETS SHALL MEET THE TRAFFIC CONTROL

REQUIREMENTS OF THE CITY OF EAGAN, MN.

5) CONTRACTOR SHALL CALL DIGGERS HOTLINE AT (800) 242-8511 AND OWNER AT LEAST ONE (1)

WEEK PRIOR TO START OF CONSTRUCTION FOR LOCATING UNDERGROUND UTILITIES.

6) THE LOCATION OF UNDERGROUND UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON THE

BEST INFORMATION, HOWEVER, THE CITY OF EAGAN, MN, ENGINEER AND LANDSCAPE ARCHITECT

ASSUME NO RESPONSIBILITY FOR THE ACCURACY OF THE INFORMATION SHOWN, OR FOR THE

INADVERTENT OMISSION OF ANY SUCH INFORMATION. THE CONTRACTOR SHALL COOPERATE

WITH ALL UTILITY COMPANIES AND OTHER CONTRACTORS WORKING WITHIN THE LIMITS OF THIS

PROJECT.

7) DETOURING OF PEDESTRIANS SHALL BE ACCOMPLISHED WITH ADEQUATE SIGNS AT A SAFE

LOCATION.

SHEET NO. SHEET TITLE DATE NUMBER DATE BY

DRAWING INDEX

LOCATION MAP

SP - 0.0 SKATE PARK-COVER SHEET

PROJECT

LOCATION

SP - 0.1 SKATE PARK-NOTES

DESIGN DEVELPOMENT DOCUMENTS FOR:

SALEM, MA

JUNE 2019

PROJECT ADDRESS

RYAN BRENNAN MEMORIAL SKATEPARK

MANSELL PKWY

SALEM, MA 01970

PROJECT DIRECTORY

OWNER'S NAME & ADDRESS

CITY OF SALEM

PARKS & RECREATION DEPARTMENT

120 WASHINGTON STREET

SALEM, MA 01970

PROJECT REPRESENTATIVE:

JENNA IDE, DIRECTOR OF CAPITAL PROJECTS AND MUNICIPAL OPERATIONS

DESIGN CONSULTANT

LANDSCAPE ARCHITECT / SKATE PARK DESIGNER

ASD

30% 04-2018

C - 0.1 SITE-GENERAL AND GRADING NOTES



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED

ACTION Sports Design, LLC.

1801 E 51st St, Suite 365-500

Austin, TX 92010

Toll Free: 1(833)ASD-PARK

www.ActionSportsDesign.com

SP - 1.1

SKATE PARK-MATERIALS PLAN-CONCRETE

SP - 1.2

SP - 1.3

SKATE PARK-MATERIALS PLAN-METAL

SP - 1.6

SP - 1.7 SKATE PARK-CONCRETE COLOR PLAN

SP - 4.2 SKATE PARK-SECTIONS/ PROFILES

SP - 5.1 SKATE PARK-CONSTRUCTION DETAILS




SP - 1.4

SKATE PARK-FEATURE PLAN


SKATE PARK-FOUNDATION PLAN

SKATE PARK-ARTISTIC RENDERING

SKATE PARK-JOINTING PLANSP - 1.5

100% CD 06-2019

SP-0.0

SP - 1.8 SKATE PARK-METAL COLOR PLAN

SP - 2.1 SKATE PARK-LAYOUT PLAN

SP - 2.2 SKATE PARK-LAYOUT PLAN

SP - 3.1 SKATE PARK-GRADING/DRAINAGE




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BID SET 08-2019

SKATE PARK-DESIGN CRITERIA

IMPORTANCE FACTOR I = 1.0

3-SECOND GUST WIND SPEED 90 M.P.H.

WIND:

COMPLY WITH 2000 INTERNATIONAL BUILDING CODE, AS AMENDED BY THE

CODE:

THESE GENERAL STRUCTURAL NOTES APPLY UNLESS OTHERWISE NOTED.

WIND EXPOSURE "C"

SITE CLASS "D"

SEISMIC:

SEISMIC USE GROUP

SPECTRAL RESPONSE: Sd1 = 10.9

Sds = 25.2

SKATE PARK-STRUCTURAL NOTES

1. SPECIAL STRUCTURAL INSPECTION

1.1 PROVIDE SPECIAL STRUCTURAL INSPECTION AS REQUIRED BY BUILDING CODES FOR THE FOLLOWING ITEMS:

1.1.1 CONCRETE: DURING THE TAKING OF TEST SPECIMENS & PLACING OF REINFORCED CONCRETE WHERE F'C > 2,500

1.1.2 BOLTS INSTALLED IN CONCRETE: DURING INSTALLATION OF EMBEDDED BOLTS IN CONCRETE AND DURING

1.1.3 REINFORCING STEEL: DURING PLACING OF REINFORCING STEEL, FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL

1.1.4 SHOTCRETE: DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL SHOTCRETE.

1.2 SCHEDULING OF SPECIAL STRUCTURAL INSPECTIONS:

1.2.1 THE CONTRACTOR SHALL ALLOW A MINIMUM OF 24 HOURS NOTIFICATION FOR THE SCHEDULING OF SPECIAL

3. REINFORCING

3.1 SECURELY TIE ALL REBAR, INCLUDING DOWELS, IN LOCATION BEFORE PLACING CONCRETE OR GROUT.

3.2 WHERE REINFORCING IS SHOWN CONTINUOUS THRU CONSTRUCTION JOINTS, LENTON FORM SAVERS DOWEL BAR SPLICE

4. STRUCTURAL STEEL

4.1 ASTM A-36 FOR C, MC, ANGLES, AND PLATES.

4.2 ASTM A-53 GRADE B OR A-501 FOR STEEL PIPES

4.3 ASTM A-500 GRADE B, FY=46 KSI FOR TS/HSS TUBE STEEL FOR SIZES UP TO 5/8" THICK.

4.4 ASTM A-307 OR A-36 PLAIN ANCHOR BOLTS.

5. STRUCTURAL STEEL & REINFORCEMENT WELDING

5.1 ALL CONSTRUCTION AND TESTING PER AMERICAN WELDING SOCIETY CODES AND RECOMMENDATIONS. ALL WELDING

5.2 WELDING RODS TO BE LOW HYDROGEN TYPE, E70 SERIES, PER AWS D1.1 TYPICALLY EXCEPT E-6010 SERIES FOR STEEL

5.3 FIELD INDICATED WELDS MAY BE DONE IN SHOP & SHOP INDICATED WELDS MAY BE DONE IN FIELD ONLY IF SUBMITTED

6. SUPPLEMENTARY NOTES

6.1 THESE CONTRACT DOCUMENTS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE

6.2 REINFORCING OR THREADED RODS DRILLED AND EPOXIED INTO EXISTING CONCRETE AS DETAILED ON THE DRAWINGS

6.3 INSTALLATION OF EPOXIED DOWELS SHALL FOLLOW THE STRICT RECOMMENDATIONS OF THE MANUFACTURER AND THE

6.4 INSTALLATION SHALL FOLLOW THE STRICT RECOMMENDATIONS OF THE MANUFACTURER AND THE APPLICABLE ICBO

6.5 ANY ENGINEERING DESIGN PROVIDED BY CONTRACTOR OR OTHERS AND SUBMITTED FOR REVIEW SHALL BE BY AN

PSI, EXCEPT SLABS ON GRADE.

INSTALLATION OF EXPANSION BOLTS & EPOXY BOLTS / REBAR INTO EXISTING CONCRETE.

INSPECTION BY THE CONCRETE SECTION ABOVE AND PLACING REINFORCING STEEL IN EPOXIED HOLES PER ABOVE.

2. FOUNDATIONS

DEVICES AS MANUFACTURED BY ERICO PRODUCTS, INC. (ICBO #3967) OR EQUIVALENT MAY BE USED. DEVICES SELECTED SHALL

DEVELOP AT LEAST 125 PERCENT OF THE TENSION OR COMPRESSION BAR YIELD STRENGTH PER E.S. REPORT.

SHALL BE BY WELDERS HOLDING CURRENT CERTIFICATES VALIDATED BY AN INDEPENDENT LAB & HAVING CURRENT

EXPERIENCE IN TYPE OF WELD CALLED FOR. THE CONTRACTOR SHALL SUBMIT WELDING CERTIFICATES FOR EACH WELDER

SHEET METAL PER AWS D1.3 AND REINFORCING WELDMENTS PER AWS D1.4. USE E80 SERIES WELDING RODS FOR A706 REBAR.

AND APPROVED PRIOR TO CONSTRUCTION.

METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE,

WORKERS, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, MEANS

AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND

TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL

ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

SHALL BE ONE OF THE FOLLOWING OR APPROVED EQUIVALENT:

PRIOR TO COMMENCING THE WORK.

INSURED LICENSED STRUCTURAL ENGINEER WITH CONTINUOUS FIVE YEARS OF EXPERIENCE IN THE TYPE OF DESIGN

REPORT. CONTRACTOR SHALL HAVE APPROPRIATE ICBO REPORT ON-SITE DURING ALL INSTALLATIONS.

APPLICABLE ICBO REPORT AND HAVE A MINIMUM 9 DIAMETERS EMBEDMENT

SUBMITTED.

STRUCTURAL INSPECTIONS.

SKATE PARK-GENERAL CONSTRUCTION NOTES

SLUMPCONTENT

480

(POUNDS) (INCHES)

MIN. CEMENT

4"

AGGREGATE

SIZE (INCHES)

MAX.

1"

2. CONCRETE WORK

2.5 CONCRETE MIX DESIGN - CAST-IN-PLACE

3" AT SURFACES POURED AGAINST EARTH

STRENGTH (PSI)

4000

MIN. 28-DAY

2.20 ALL REBAR SHALL BE COLD BENT.

2.6.1 ACI STANDARD 506, LATEST EDITION, "SPECIFICATION FOR MATERIALS, PROPORTIONING AND APPLICATION OF

2.15 SECURE REINFORCING, ANCHOR BOLTS, INSERTS, ETC. RIGIDLY IN PLACE PRIOR TO POURING CONCRETE.

1-1/2" AT OTHER SURFACES, EXCEPT WHERE SHOWN OTHERWISE.

2" AT FORMED SURFACES EXPOSED TO EARTH OR WEATHER

COMPRESSIVE

2.18 MAKE HOOKS ACI 318-99 STANDARD HOOKS UNLESS OTHERWISE NOTED. PROVIDE 135 DEGREE MINIMUM

2.19 MAKE LAPS CONTACT SPLICES, DEVELOPMENT LENGTHS, HOOK EMBEDMENT PER ACI 318-99, UNLESS

2.5.1 PROVIDE MIX DESIGNS THAT WILL MEET THE MINIMUM REQUIREMENTS LISTED BELOW. INCREASE CEMENT

2.1 CONCRETE MIXES SHALL BE DESIGNED BY A TESTING LABORATORY AND APPROVED BY THE SKATE PARK ARCHITECT.

2.3 AGGREGATES SHALL CONFORM TO ASTM C33.

2.2 CEMENT: ASTM C150. CEMENT SHALL BE OF SAME BRAND, TYPE AND SOURCE THROUGHOUT PROJECT. WHERE

1.5.3 BOLTS IN CONCRETE.

1.5.2 TAKING OF TEST SPECIMENS AND PLACING OF ALL CONCRETE.

1.5.1 PLACEMENT OF REINFORCING STEEL.

1.4 THE SKATE PARK DESIGNER SHALL HAVE NO CONTROL OR CHARGE OF, NOR BE RESPONSIBLE FOR THE CONSTRUCTION

1.3 PERFORM ALL WORK IN ACCORDANCE WITH ALL APPLICABLE NATIONAL, STATE AND/OR LOCAL BUILDING CODES.

1.5.4 TAKING OF TEST SPECIMENS AND PLACING OF ALL SHOTCRETE.

1.5 PROVIDE SPECIAL INSPECTION AS REQUIRED BY BUILDING CODES FOR THE FOLLOWING ITEMS:

MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, SAFETY PRECAUTIONS, AND PROGRAMS IN CONNECTION

WITH THE WORK, THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY PERSONS PERFORMING ANY OF

THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN CONFORMANCE WITH THE CONTRACT

DOCUMENTS.

AGGREGATES ARE POTENTIALLY REACTIVE, USE LOW ALKALI CEMENT.

MIXES SHALL CONFORM TO APPLICABLE BUILDING CODE REQUIREMENTS, REGARDLESS OF OTHER MINIMUM

REQUIREMENTS SPECIFIED HEREIN OR ON THE DRAWINGS. MIX DESIGNS SHALL BE SUBMITTED TO THE SKATE PARK

DESIGNER FOR APPROVAL BEFORE USE. DESIGNS SHALL SHOW PROPORTIONS OF CEMENT, FINE AND COARSE

AGGREGATES AND WATER, AND GRADATION OF COMBINED AGGREGATES.

CONTENT OVER THAT SHOWN, IF REQUIRED TO OBTAIN THE COMPRESSIVE STRENGTH:

REINFORCING THAT IS TO BE WELDED. USE A108, GRADE 60, FOR ALL WELDED ANCHORS REFER TO AWS SPEC FOR WELDING

WITHOUT PREHEAT. WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH ALL BUILDING CODES.

TURN, PLUS 4" EXTENSION AT FREE ENDS OF COLUMN PILASTER TIES.

OTHERWISE NOTED. STAGGER LAP SPLICES WHERE POSSIBLE.

SHOTCRETE" AND ACI 506.2, LATEST EDITION, "RECOMMENDED PRACTICES FOR SHOTCRETE" SHALL BE FOLLOWED.

2.4 NO ADMIXTURES WITHOUT APPROVAL. ADMIXTURES CONTAINING CHLORIDES SHALL NOT BE USED. CONCRETE SHALL NOT

2.6.2 MIX DESIGNS FOR SHOTCRETE CONTAINING FLY ASH SHALL BE BY AN INDEPENDENT TESTING LABORATORY. ONLY

2.10 THE CONTRACTOR SHALL FIX ALL CRACKS AND DISPLACEMENTS LARGER THAN 1/16".

2.11 ALL CONCRETE WHICH DURING THE LIFE OF THE STRUCTURE WILL BE SUBJECTED TO FREEZING TEMPERATURES WHILE

2.12 CONDUITS, PIPES, AND SLEEVES EMBEDDED IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF IBC SECTION

2.21 WHERE REINFORCING IS SHOWN CONTINUOUS THRU CONSTRUCTION JOINTS, LENTON FORM SAVERS

2.13 USE INTERMEDIATE GRADE ASTM A615, GRADE 60 FOR ALL REINFORCING. USE ASTM A706, GRADE 60 FOR ALL

BE IN CONTACT WITH ALUMINUM.

ASTM C618 CLASS F FLY ASH SHALL BE USED. THE AMOUNT OF FLY ASH USED SHALL NOT EXCEED 20 PERCENT BY

WET, SHALL HAVE A WATER CEMENT RATIO NOT EXCEEDING 0.53 BY WEIGHT AND SHALL CONTAIN ENTRAINED AIR AS PER ACI

1906.

WEIGHT OF THE COMBINED WEIGHT OF FLY ASH PLUS CEMENT.

301. SUCH CONCRETE SHALL INCLUDE EXTERIOR SLABS, PERIMETER FOUNDATIONS, EXTERIOR CURBS AND GUTTERS, ETC.

DOWEL BAR SPLICE DEVICES AS MANUFACTURED BY ERICO PRODUCTS, INC. (ICBO #3967) OR EQUIVALENT

MAY BE USED. SIZES AND TYPES SHALL BE SELECTED TO DEVELOP THE FULL TENSION STRENGTH OF THE BAR

2.16 SUPPORT HORIZONTAL REINFORCING ON GALVANIZED CHAIRS OR OTHER APPROVED METHOD (MORTAR

BLOCKS ARE UNACCEPTABLE) OF SUPPORT FOR FOOTINGS AND SLABS ON GRADE.

2.17 REMOVE FORMS AT FOLLOWING MINIMUM TIMES AFTER POURING: AT SLAB EDGES - 24 HOURS;

AT WALLS LESS THAN 4'-0' HIGH - 36 HOURS.

1.2 NOTIFY SKATE PARK DESIGNER OF ANY DISCREPANCIES TO THESE PLANS.

95% COMPACTED NATIVE SOIL AND/OR ENGINEERED FILL. IF THESE GUIDELINES CONFLICT WITH THE

2.23 AGGREGATE BASE COURSE TO BE MIN. 6" AND SUBGRADE TO BE

GEO-TECHNICAL REPORT,

MAX. AIR

(PERCENT)

ENTRAINING

3-5%

SLUMP

(INCHES)

CONTENT OVER THAT SHOWN, IF REQUIRED TO OBTAIN THE COMPRESSIVE STRENGTH:

2.6.3 PROVIDE MIX DESIGNS THAT WILL MEET THE MINIMUM REQUIREMENTS LISTED BELOW. INCREASE CEMENT

4000

MIN. 28-DAY

STRENGTH (PSI)

COMPRESSIVE

600

MIN. CEMENT

CONTENT

(POUNDS)

2"

(PERCENT)

ENTRAINING

SIZE (INCHES)

AGGREGATE

3/8"

MAX.

3-5%

MAX. AIR

2.6 CONCRETE MIX DESIGN - SHOTCRETE

REINFORCING BARS SHALL BE BY THE NON-CONTRACT LAP SPLICE METHOD WITH AT LEAST 2" CLEARANCE

2.22 MINIMUM CLEARANCE BETWEEN PARALLEL REINFORCEMENT BARS SHALL BE 2-1/2". LAP SPLICES IN

OF CURING COMPOUND PER ASTM C309. APPLY AT A RATE SUFFICIENT TO RETAIN MOISTURE, BUT NOT LESS THAN 1 GALLON

COMPLETE. FINAL CURING SHALL CONTINUE FOR SEVEN DAYS AFTER PLACEMENT AND SHALL CONSIST OF APPLICATION

CONDITION. FOR INITIAL CURING, CONCRETE SHALL BE KEPT CONTINUOUSLY MOIST FOR 24 HOURS AFTER PLACEMENT IS

STRUCTURAL POURS OVER 50 CUBIC YARDS OF CONCRETE. HISTORICAL DATA SHALL BE SUBMITTED AND APPROVED

2.8 CONCRETE CYLINDERS SHALL BE TAKEN AND TESTED PER THE CODE BY AN INDEPENDENT TESTING LABORATORY FOR

PRIOR TO THE POUR IF NO TEST SAMPLES ARE TAKEN FOR POURS LESS THAN 50 CUBIC YARDS.

[4.55l] PER 200 SQUARE FEET. COVER CONCRETE WITH POLYETHYLENE PLASTIC TO MAINTAIN TEMPERATURE IF

NECESSARY. LAP SEAMS IN THE PLASTIC 6" AND TAPE, WEIGHT DOWN THE PLASTIC AS NEEDED.

1.6 THE CONTRACTOR SHALL WARRANTY ALL OF THEIR WORK DURING CONSTRUCTION AND A MINIMUM OF ONE YEAR AFTER

THE PROJECT IS ACCEPTED AS COMPLETE.

1.7 THE METRIC EQUIVALENT "[ ]" DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE

2.9 DURING THE CURING PERIOD, CONCRETE SHALL BE MAINTAINED AT A TEMPERATURE ABOVE 40°F AND IN MOIST

TO VERIFY THEIR ACCURACY.

2.7 CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCHING AND SHALL NOT EXCEED A TEMPERATURE OF 90°F

POCKETS OR OTHER OBVIOUS DEFECTS SHALL BE REMOVED AND REPLACED.

2.6.7 ANY IN-PLACE SHOTCRETE MATERIAL WHICH EXHIBITS SAGS OR SLOUGHS, SEGREGATION, HONEYCOMBING, SAND

2.6.8 TESTING AND INSPECTION OF IN-PLACE SHOTCRETE SHALL BE IN ACCORDANCE WITH 2000 IBC.

UNLESS PRE-APPROVED BY THE SKATE PARK DESIGNER.

PLACING ADDITIONAL MATERIAL, ALL SURFACES SHALL BE THOROUGHLY CLEANED AND WETTED AND ALL REINFORCING

PRIOR TO PLACING THE INITIAL OR ANY SUCCEEDING LAYERS OF SHOTCRETE. REBOUND SHALL NOT BE REUSED AS

FOLLOWED BY WETTING AND DAMP DRYING JUST PRIOR TO SHOTCRETE APPLICATION.

2.6.4 SURFACE PREPARATION: EXPOSED EXISTING CONCRETE SHALL BE SANDBLASTED CLEAN. SURFACES SHALL BE

2.6.5 ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM THE SURFACES TO BE COVERED

2.6.6 JOINTS IN WALL POURS ARE PERMISSIBLE. AT JOINTS, SHOTCRETE SHALL BE SLOPED TO A THIN EDGE. BEFORE

STEEL SHALL BE BRUSHED FREE OF LATENT SHOTCRETE MATERIAL.

AGGREGATE.

MAX.

MAX.

1. GENERAL

1.1 CONSIDER GENERAL NOTES AS APPLYING TO ALL DRAWINGS.

2.14 OBSERVE FOLLOWING REINFORCEMENT

CLEARANCES:

2.1 REFER TO GEOTECHNICAL REPORT FOR FOOTING DEPTHS, ETC.

2.2 THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF THIS PROJECT. THE

CONTRACTOR SHALL EMPLOY A REGISTERED GEOTECHNICAL ENGINEER TO PERFORM THE NECESSARY TESTING AND

QUALITY CONTROL ENSPECTIONS TO ENSURE THAT THE REQUIREMENTS OF THE SOILS REPORT ARE COMPLIED WITH.

6.2.1 HILTI RE-500 SD - ICC ESR-2322

6.2.2 SIMPSON SET-XP - ICC ESR-2508

6.2.3 POWERS PE1000+ - ICC ESR-2583

SKATE PARK- NOTES

CITY OF SALEM.

PER ICBO RESEARCH REPORT.

BETWEEN BARS.

THE CONTRACTOR SHALL FOLLOW THE MORE STRINGENT OF THE TWO GUIDELINES.



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-0.1

GENERAL

1. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE MUNICIPALITY FORTY-EIGHT (48) HOURS PRIOR

TO THE START OF CONSTRUCTION

2. THE CONTRACTOR SHALL INDEMNIFY THE OWNER, THE ENGINEER, AND THE MUNICIPALITY, THEIR

EMPLOYEES AND THEIR AGENTS, ETC, FROM ALL LIABILITY INVOLVED WITH THE CONSTRUCTION,

INSTALLATION AND TESTING OF THE WORK ON THIS PROJECT.

3. SITE SAFETY SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

4. THE BIDDER WILL BE SOLELY RESPONSIBLE FOR DETERMINING THE QUANTITIES AND SHALL STATE SUCH

QUANTITIES IN THEIR PROPOSAL. THE BIDDER SHALL BASE HIS BID ON HIS OWN ESTIMATE OF THE WORK

REQUIRED AND SHALL NOT RELY ON THE ENGINEER'S ESTIMATE.

5. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING SOIL CONDITIONS PRIOR TO COMMENCEMENT OF

CONSTRUCTION. A GEOTECHNICAL REPORT IS AVAILABLE FROM THE OWNER. THE CONTRACTOR SHALL

ABIDE BY THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.

6. THE CONTRACTOR IS RESPONSIBLE FOR EXAMINING SITE CONDITIONS PRIOR TO CONSTRUCTION AND

SHALL COMPARE FIELD CONDITIONS WITH THE ENGINEERING PLANS.

7. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR THE WORK AND CONDUCT WORK IN

ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITS.

8. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING UTILITY INFORMATION PRIOR TO STARTING

CONSTRUCTION. THE CONTRACTOR SHALL CONTACT THE STATE'S ONE CALL UTILITY LOCATE SERVICE

AT 811 TO NOTIFY LOCAL UTILITY PROVIDERS OF THE REQUEST TO START WORK AT THE PROJECT

LOCATION. THE CONTRACTOR SHALL CONTACT A PRIVATE UTILITY LOCATE COMPANY TO PROVIDE

MARKING OF EXISTING UTILITIES WITHIN THE VICINITY OF WORK TO BE COMPLETED.

9. THE CONTRACTOR SHALL KEEP ADJACENT ROADWAYS CLEAR OF MUD AND DEBRIS IN ACCORDANCE

WITH MUNICIPAL AND OTHER APPROPRIATE GOVERNMENTAL REQUIREMENTS.

10. DAMAGE TO ADJACENT PROPERTIES, ROADS OR RIGHT-OF-WAYS MUST BE RESTORED AND REPAIRED BY

THE CONTRACTOR AT THE CONTRACTORS COST.

SITE - GRADING & DRAINAGE

1. THE PROPOSED IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE MASSACHUSETTS D.O.T.

STANDARD SPECIFICATIONS, LOCAL ORDINANCES AND SPECIFICATIONS AND RECOMMENDATIONS IN THE

GEOTECHNICAL REPORT.

2. THE CONTRACTOR SHALL MAINTAIN SITE DRAINAGE THROUGHOUT CONSTRUCTION. THIS MAY INCLUDE

EXCAVATION OF TEMPORARY DITCHES OR PUMPING TO ALLEVIATE PONDING WATER.

3. SILT FENCE AND OTHER EROSION CONTROL FACILITIES MUST BE INSTALLED PRIOR TO CONSTRUCTION OR ANY

OTHER LAND DISTURBING ACTIVITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ALL EROSION

CONTROL FACILITIES ONCE THE THREAT OF EROSION HAS PASSED WITH THE APPROVAL OF THE GOVERNING

AGENCY.

4. THE CONTRACTOR SHALL ASSUME SOLE RESPONSIBILITY FOR THE COMPUTATIONS OF ALL GRADING AND FOR

LAND BALANCE, INCLUDING UTILITY TRENCH SPOIL. THE CONTRACTOR SHALL IMPORT OR EXPORT MATERIAL

AS NECESSARY TO COMPLETE THE PROJECT.

5. GRADING SHALL CONSIST OF CLEARING AND GRUBBING EXISTING VEGETATION, EXISTING TOPSOIL, REMOVAL

OF EXISTING PAVEMENT OR FOUNDATIONS, IMPORTING OR EXPORTING MATERIAL TO ACHIEVE AN ON-SITE

EARTHWORK BALANCE, GRADING OF THE PROPOSED BUILDING PADS AND PAVEMENT AREAS, SCARIFYING AND

FINAL COMPACTION OF THE PAVEMENT SUBGRADE, AND PLACEMENT OF TOPSOIL.

6. NO FILL SHALL BE PLACED ON A WET OR SOFT SUBGRADE. THE SUBGRADE SHALL BE PROOF-ROLLED AND

INSPECTED BY THE GEOTECHNICAL ENGINEER BEFORE ANY MATERIAL IS PLACED, UNLESS OTHERWISE

DIRECTED BY THE OWNER.

7. ALL FILL SHALL BE CONSIDERED STRUCTURAL FILL AND SHALL BE PLACED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT.

8. TOPSOIL SHALL BE PLACED TO A MINIMUM DEPTH OF 6" IN AREAS TO BE RESTORED WITH SEED AND MULCH.

CONTRACTOR SHALL ENSURE PROPER DRAINAGE AND TEMPORARY EROSION CONTROL MEASURES UNTIL

FINAL STABILIZATION.

9. FINAL HEIGHT AND SHAPE OF EXCAVATION TO BE VERIFIED BY LANDSCAPE ARCHITECT/ SKATE PARK DESIGNER

IN THE FIELD.

10. ALL SPOT ELEVATIONS ARE FOR TOP OF FINISH WORK UNLESS OTHERWISE NOTED.

11. MINIMUM SLOPE FOR ALL CONCRETE FINISH WORK SHALL BE 1%. WATER MUST DRAIN TOWARDS DIRECTION OF

FLOW ARROWS AND FOLLOW OVERALL DESIGN INTENT.

12. All AREAS DISTURBED BY GRADING OPERATIONS TO BE FINE GRADED.

13. VERIFY LOCATION AND DEPTH OF ALL UTILITIES PRIOR TO COMMENCING WORK.

14. REFER TO SECTIONS AND PROFILES ON SHEETS: SP-4.1 THROUGH SP-5.6 FOR HEIGHT, RADII AND PROFILES.

15. ALL FINE GRADING OF EARTHWORK SHALL BE INSPECTED WITH TEMPLATES CUT TO THE SPECIFIED RADII/

ANGLE. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR ALL TEMPLATES/ SCREEDS TO BE USED FOR

EARTHWORK TOLERANCES FOR APPROVAL BY LANDSCAPE ARCHITECT/ SKATE PARK DESIGNER.

16. CONTRACTOR TO PROTECT ALL EXCAVATIONS FROM SOIL EROSION AND WATER SATURATION AT ALL TIMES

USING APPROPRIATE CONSTRUCTION METHODS AND LOSS OF SOIL PROFILE DURING CONSTRUCTION SHALL BE

REPLACED WITH APPROPRIATE SOIL COMPOSITION AND COMPACTION METHODS TO MATCH LOSS SOIL.

SITE - CONCRETE AND AGGREGATE BASE

1. CONTRACTOR TO PROVIDE CRUSHED AGGREGATE BASE AND CONCRETE WHERE INDICATED ON THE PLANS.

2. ALL AGGREGATE PROVIDED MUST COMPLY WITH IDOT SPECIFICATION SECTION 351 AND 355. ALL

AGGREGATE PLACED MUST BE COMPACTED TO AN AVERAGE DENSITY PER MASSACHUSETTS STANDARD

SPECIFICATIONS.

3. DESIGN AND CONSTRUCTION OF ALL CAST-IN-PLACE EXTERIOR CONCRETE FLATWORK SHALL CONFORM TO

ACI 330R-08.

4. EXTERIOR CONCRETE FLATWORK CONSTRUCTION TO BE PROVIDED PER MORE STRINGENT REQUIREMENTS

OF THE GEOTECHNICAL REPORT OR SPECIFICATIONS. CONCRETE FLATWORK SHALL BE CONSTRUCTED AS

FOLLOWS:

4.1. SIDEWALK CONCRETE - 5" OF CONCRETE OVER 4" OF

3

4

" CRUSHED AGGREGATE BASE. CONTRACTION

JOINTS SHALL CONSIST OF

1

8

" WIDE BY 1" DEEP TOOLED JOINTS.

4.2. LIGHT DUTY CONCRETE (PASSENGER CAR TRAFFIC) - 5" OF CONCRETE OVER 4" OF

3

4

" CRUSHED

AGGREGATE. CONTRACTION JOINTS SHALL BE SAWCUT 1.5" DEEP AND BE SPACED A MAXIMUM OF 12.0'

ON CENTER.

5. DESIGN MIXES SHALL BE IN ACCORDANCE WITH ASTM C94.

5.1. STRENGTH TO BE A MINIMUM OF 4,000 PSI AT 28 DAYS FOR EXTERIOR CONCRETE

5.2. SLUMP SHALL NOT EXCEED 4" FOR EXTERIOR CONCRETE.

5.3. SLUMP SHALL BE 2.5" OR LESS FOR SLIP-FORMED CURB AND GUTTER

5.4. SLUMP SHALL BE BETWEEN 1.5" AND 3.0" FOR NON SLIP-FORMED CONCRETE CURB & GUTTER

5.5. EXTERIOR CONCRETE SHALL BE AIR ENTRAINED WITH 4% TO 7% AIR CONTENT. NO OTHER ADMIXTURES

SHALL BE USED WITHOUT APPROVAL OF THE OWNER OR LOCAL PERMITTING AUTHORITY.

5.6. MAXIMUM NOMINAL AGGREGATE SIZE FOR ALL EXTERIOR CONCRETE SHALL BE

3

4

"

6. ALL CONCRETE FLAT WORK SURFACES AND CONCRETE CURB FLOWLINES SHALL BE CONSTRUCTED WITHIN

0.05' OF THE DESIGN GRADES. POSITIVE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES FOR THE PROPOSED

IMPROVEMENTS.

7. CONCRETE FLAT WORK SHALL HAVE CONSTRUCTION JOINTS OR SAW CUT JOINTS PLACED PER THIS

SPECIFICATION. SAWCUTS SHALL BE DONE AS SOON AS POSSIBLE, BUT NO LATER THAN 24 HOURS AFTER

CONCRETE IS PLACED. CONCRETE CURB AND GUTTER JOINTING SHALL BE PLACED EVERY 10' OR CLOSER (6'

MIN.). ALL EXTERIOR CONCRETE SHALL HAVE A LIGHT BROOM FINISH UNLESS NOTED OTHERWISE. A UNIFORM

COAT OF A HIGH SOLIDS CURING COMPOUND MEETING ASTM C309 SHOULD BE APPLIED TO ALL EXPOSED

CONCRETE SURFACES. ALL CONCRETE IS TO BE CURED FOR 7 DAYS. EXTERIOR CONCRETE SHALL BE

SEPARATED FROM BUILDINGS WITH CONTINUOUS 0.5 INCH FIBER EXPANSION JOINT AND/OR 0.25 INCH FIBER

EXPANSION JOINT AT DECORATIVE MASONRY UNITS, UNLESS OTHERWISE SPECIFIED BY SALEM DISTRICT

AND/OR ESSEX COUNTY STANDARDS.

8. ALL REINFORCING BARS SHALL BE ASTM A615 GRADE 60. THICKNESS OF CONCRETE COVER OVER

REINFORCEMENT SHALL NOT BE LESS THAT 3" WHERE CONCRETE IS PLACED ON THE GROUND WITHOUT THE

USE OF FORMS AND NOT LESS THAN 1.5" IN OTHER LOCATIONS. ALL REINFORCING SHALL BE LAPPED 36

DIAMETERS FOR UP TO #6 BARS, 60 DIAMETERS FOR #7 TO #10 BARS AND EXTENDED AROUND CORNERS

WITH CORNER BARS. PLACING OF STEEL REINFORCING AND REINFORCING SUPPORTS SHALL BE IN

ACCORDANCE WITH CRSI AND ACI MANUAL AND STANDARD PRACTICES. REINFORCEMENT SHALL NOT BE

PAINTED AND MUST BE FREE OF GREASE/OIL, DIRT OR DEEP RUST WHEN PLACED. ALL WELDED WIRE FABRIC

SHALL MEET THE REQUIREMENTS OF ASTM A 185. WELDED WIRE FABRIC SHALL BE PLACED 2" FROM THE TOP

OF THE SLAB, UNLESS NOTED OTHERWISE.

9. THE CONTRACTOR SHALL ENGAGE A QUALIFIED INDEPENDENT TESTING AND INSPECTION AGENCY TO

SAMPLE MATERIALS, PERFORM TESTS, AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT. TESTS

SHALL BE PERFORMED ACCORDING TO ACI 301. CAST AND LABORATORY CURE ONE SET OF FOUR STANDARD

CYLINDERS FOR EACH COMPOSITE SAMPLE FOR EACH DAY'S POUR OF EACH CONCRETE MIX OVER 5 CUBIC

YARDS, BUT LESS THAN 25 CUBIC YARDS, PLUS ONE ADDITIONAL SET FOR EACH ADDITIONAL 50 CUBIC YARDS

OR FRACTION THEREOF. PERFORM COMPRESSIVE-STRENGTH TESTS ACCORDING TO ASTM C 39. COMPLETE

TWO TESTS AT 7 DAYS AND TWO TESTS AT 28 DAYS. SLUMP TESTS TO BE PERFORMED IN ACCORDANCE TO

ASTM C 143, COMPLETE ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS

THAN ONE TEST FOR EACH DAYS POUR OF EACH CONCRETE MIX. IF CONCRETE CONSISTENCY APPEARS TO

HAVE CHANGED PERFORM ADDITIONAL TESTS.

10. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT

TEMPERATURES. IN HOT, DRY, AND WINDY WEATHER, APPLY AN EVAPORATION CONTROL COMPOUND

ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. APPLY THE EVAPORATION CONTROL

COMPOUND AFTER SCREEDING AND FLOATING, BUT BEFORE POWER FLOATING AND TROWELLING.

11. LIMIT THE MAXIMUM WATER-CEMENTITIOUS RATIO OF CONCRETE TO 0.45.

12. TEST RESULTS SHALL BE REPORTED TO THE OWNER, READY-MIX PRODUCER, AND CONTRACTOR WITHIN 24

HOURS AFTER TESTING.

EROSION CONTROL AND SITE STABILIZATION

1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING COPIES OF ALL REQUIRED PERMITS PRIOR TO

STARTING CONSTRUCTION. THE CONTRACTOR IS ALSO RESPONSIBLE FOR ADHERING TO THE

REQUIREMENTS OF ALL APPLICABLE PERMITS REQUIRED BY AUTHORITIES HAVING JURISDICTION OVER THE

PROJECT.

2. EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED WEEKLY AND AFTER EACH RAIN

TOTALING ONE-HALF INCH OR MORE. THE INSPECTIONS SHALL BE KEPT ONSITE.

3. ALL EROSION CONTROL PRACTICES SHALL BE MAINTAINED FOR THE DURATION OF THE PROJECT AND

WARRANTY PERIOD.

4. THE CONTRACTOR IS RESPONSIBLE FOR ANY SEDIMENT REACHING A PUBLIC ROAD OR SIDEWALK SHALL BE

REMOVED BY STREET CLEANING OTHER THAN FLUSHING, WITHIN 24 HOURS.

5. TEMPORARY SEED SHALL BE PLACED IN ACCORDANCE WITH APPLICABLE STANDARDS. USE WINTER WHEAT

OR RYE FOR FALL PLANTINGS AFTER SEPTEMBER 1ST.

6. THE CONTRACTOR SHALL KEEP A COPY OF THE EROSION CONTROL PLANS AT THE PROJECT SITE AND

PROVIDE COMPLETED INSPECTION FORMS TO THE SALEM PARK DISTRICT AND/OR ESSEX COUNTY AS

REQUESTED. AUTHORITIES HAVING JURISDICTION MAY REQUEST INSPECTION REPORTS AT ANY TIME.

7. ALL EROSION CONTROL METHODS SHALL BE IN ACCORDANCE WITH THE STATE OF MASSACHUSETTS, ESSEX

COUNTY AND SALEM PARK DISTRICT STANDARD SPECIFICATIONS AND REQUIREMENTS.

8. ALL EXPOSED SOIL AREAS NOT DISTURBED FOR UP TO SEVEN DAYS SHALL BE IMMEDIATELY RESTORED

WITH SEED AND MULCH.

9. ALL WATER FROM CONSTRUCTION DEWATERING SHALL BE TREATED IN ACCORDANCE WITH STATE OF

MASSACHUSETTS STANDARDS PRIOR TO DISCHARGING TO WATERS OF THE STATE.

10. DEWATERING SHALL BE COMPLETED AS NEEDED IN ACCORDANCE WITH THE STATE OF MASSACHUSETTS

AND ESSEX COUNTY STANDARDS.



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



C-0.1

SITE-GENERAL & GRADING NOTES

SKATE PARK FEATURE LEGEND

SYMBOL DESCRIPTION

ENTRY, SEE LANDSCAPE

SKATE PARK SIGNAGE, SEE LANDSCAPE

TOP DECK

FLAT RAIL BANK EXTENSION

QUARTER PIPE

STAMPED BRICK PATTERN GAP

BOWL

EXTENSION

WEDGE

A-FRAME BANK WITH RAIL AND LEDGE

BOX

HUBBA LEDGE

BENCH

METAL PANEL W/ GRAPHIC

5-STAIR WITH HANDRAILS

BANK

BANK TO ANGLED EDGE

FLAT RAIL

42" HIGH GUARDRAIL

RADIUS OF WALL. REFER TO SECTIONS SHEETS FOR

PROFILE VIEW.

BANK-EMBANKMENT WALL WITH SLOPE AND RADII AT BASE.

REFER TO SECTIONS FOR PROFILE VIEW.

S-01

S-02

S-03

S-04

S-05

S-06

S-07

S-08

S-09

S-10

S-11

S-12

S-13

S-16

S-17

S-18

S-19

T

B

S-14

S-15

SEE GRADING PLAN SHEET SP-3.1 FOR SLOPE AND

DRAINAGE DIRECTION

NOTE

7T 7T

B

T

T

B B

B B

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

S-08

S-07

S-05

S-19

S-15

S-12

S-04

S-16

S-09

S-10

S-03

S-11

S-18

S-13

S-06

S-05

S-17

S-01

S-14

S-01

S-19

SKATE PARK-FEATURE PLAN

SP-1.1



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



NORTH

SYMBOL DESCRIPTION STRENGTH FINISHCURE TIME

TURNDOWN WALL 4,000 P.S.I.SMOOTH TROWEL28 DAYS

CAST IN PLACE LEDGE OR

RAIL TIED TO BANK OR

DECK

4,000 P.S.I.SMOOTH TROWEL28 DAYS

4,000 P.S.I.

SMOOTH TROWEL28 DAYS

CF-01

RETAINING WALL

CONCRETE FOUNDATION LEGEND

CF-02

CF-03

CF-01

CF-02

CF-01

CF-02

CF-02

CF-01

CF-03

CF-03

CF-01

CF-01

SKATE PARK

CONCRETE FOUNDATION PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



CONCRETE MATERIAL NOTES

1. CONTRACTOR SHALL SUBMIT POUR SCHEDULE FOR REVIEW AND APPROVAL

BY LANDSCAPE ARCHITECT/ SKATE PARK ARCHITECT.

2. CONTRACTOR SHALL SUBMIT PROPOSED START AND STOP FORM

LOCATIONS FOR ALL CONCRETE WORK SHOWN FOR REVIEW AND APPROVAL


3. CONTRACTOR SHALL BUILD ALL TEMPLATES AND FORMS WITH TRUE ARCS

AND TANGENTS MATCHING SECTIONS AND PROFILE DIMENSIONS WITHIN

THE CONSTRUCTION DOCUMENTS.

4. CONTRACTOR SHALL POUR ON-SITE SAMPLES OF CAST-IN-PLACE AND

SHOTCRETE WORK PER THE SPECIFICATIONS. SAMPLES CANNOT BE PART

OF THE PROJECT WORK.

5. ALL CONCRETE FINISH WORK SHALL BE PERFORMED BY PRE-QUALIFIED

CONTRACTOR ONLY AND APPROVED BY LANDSCAPE ARCHITECT/ SKATE

PARK ARCHITECT.

6. FINISH WORK NOT MEETING THE TOLERANCES, FINISH AND TOOLING FROM

ON-SITE SAMPLES WILL BE REJECTED.

NOTE

REFER TO SECTIONS TO VERIFY WHERE CANTILEVERED SKATE

FEATURES OCCUR.

SP-1.2NORTH

SYMBOL DESCRIPTION STRENGTH CURE TIME FINISH

5" CONCRETE DECK 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

6" SHOTCRETE BOWL 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

CAST IN PLACE STAIRS 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

CAST IN PLACE BANK 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

CAST IN PLACE LEDGE CAP

WITH CMU BASE 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

6" SHOTCRETE BANK 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

6" CONCRETE FLATBOTTOM 4,000 P.S.I. 28 DAYS SMOOTH TROWEL

5" CONCRETE DECK

(STAMPED BRICK PATTERN) 4,000 P.S.I. 28 DAYS HERRING BONE PATTERN

CM-01

CM-02

CM-03

CM-04

CM-06

CM-07

CM-08

CONCRETE MATERIALS LEGEND

CM-09

7T 7T

B

T

T

B B

B B

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

CM-02

CM-01

CM-02

CM-08

CM-06

CM-04

CM-06

CM-01

CM-02

CM-04

CM-06

CM-03

CM-04

CM-02

CM-07

CM-09

SKATE PARK

CONCRETE MATERIAL PLAN















PARK ARCHITECT.



NOTE


FEATURES OCCUR.

SP-1.3NORTH

CONCRETE POUR-SEQUENCE GUIDELINE

1. INSTALL ALL CAST-IN-PLACE FORMS & METAL FABRICATIONS.

2. POUR ALL CAST-IN-PLACE LEDGES, BREAK FORMS AND FINISH.

3. INSTALL ALL METAL FABRICATIONS FOR SHOTCRETE AREAS AND FORM

WORK.

4. INSTALL ALL REQUIRED REBAR PER PLANS AND SPECIFICATIONS.

5. INSTALL ALL SHOTCRETE AND SPECIALTY POURS PER PLANS AND

SPECIFICATIONS.

6. BREAK ALL SHOTCRETE AND SPECIALTY FORMS PRIOR TO POURING

FLATWORK.

7. POUR ALL TOPS DECKS

8. POUR ALL BOTTOM AREAS LAST..

SKATE PARK SPECIALTY CONTRACTOR EXPERIENCE

1. REQUIRED EXPERIENCE: CONTRACTOR OR SUBCONTRACTOR MUST HAVE COMPLETED THREE (3)

PUBLIC CONCRETE (PRE-CAST EXCLUDED) SKATE PARK FACILITIES WITH A MINIMUM SIZE OF 10,000

SQUARE FEET, IN THE LAST FIVE (5) YEARS WITH SMOOTH TROWEL FINISH OF SHOTCRETE AND

CAST-IN-PLACE CONCRETE. PARKS MUST BE OPEN AND IN GOOD OPERATING CONDITION FOR AT

LEAST ONE YEAR.POUR ALL CAST-IN-PLACE LEDGES, BREAK FORMS AND FINISH.



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SYMBOL DESCRIPTION DETAIL O.D. SIZE / GAUGE FINISH

ROUND STEEL PIPE RAIL & POSTS 8,9/SP-5.4 2 3/8" O.D., C6X8.2 - 2.375" X 0.1875" SEE METAL COLOR PLAN

ROUND STEEL PIPE COPING 2/SP-5.4 2 3/8" O.D., C6X8.2 - 2.375" X 0.1875" SEE METAL COLOR PLAN

C-CHANNEL EDGING (LEDGE) 6/SP-5.4 C6X8.2 - 2.0" X 6.0" X 0.1875" SEE METAL COLOR PLAN

BENT PLATE EDGING 5/SP-5.4 SEE METAL COLOR PLAN GALVANIZED

C-CHANNEL EDGING (STAIRS) 7/SP-5.4 C6X8.2, 2.0" X 6.0" X 0.1875" SEE METAL COLOR PLAN

42" HIGH GUARDRAIL & POSTS 1/SP-5.6 REFER TO DETAIL / SHOP DRAWING SEE METAL COLOR PLAN

METAL MATERIALS LEGEND

MM-01

MM-02

MM-03

MM-04

MM-05

MM-06

7T 7T

B

T

T

B B

B B

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

MM-06

MM-04

MM-02

MM-02

MM-01

MM-04

MM-03

MM-03

MM-01

MM-01

MM-03

MM-05

MM-03

MM-03

MM-01

MM-02

MM-02

MM-06

MM-03

SKATE PARK

METAL MATERIAL PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



METALS MATERIALS NOTE

1. ALL METAL FABRICATION SIZES ARE NOMINAL.

2. ALL METAL FABRICATIONS SHOWN ARE TO BE HOT DIPPED GALVANIZED.

3. QUALIFICATIONS OF CONTRACTOR: PROVIDE AT LEAST ONE PERSON WHO SHALL

BE PRESENT AT ALL TIMES DURING EXECUTION OF THIS PORTION OF THE WORK,

AND WHO SHALL BE THOROUGHLY FAMILIAR WITH THE TYPE OF MATERIALS BEING

INSTALLED, THE REFERENCED STANDARDS, THE REQUIREMENTS OF THIS WORK,

AND WHO SHALL DIRECT ALL WORK PERFORMED UNDER THIS SECTION.

4. WELDS NECESSARY TO CONNECT ALL COPING AND METAL FABRICATION SHOULD

BE DONE BY CERTIFIED WELDER, GROUND SMOOTH, DE-BURRED AND COATED

PER SPECIFICATIONS.

5. PROTECT ALL FINISH WORK ADJACENT TO METAL FABRICATION EFFORTS TO

PREVENT ANY STAINING.

6. SAMPLES: REQUIRED FOR ALL COPING, RAILS, FENCING AND EDGING OF SKATE

PARK. SUBMIT FINISH METAL SAMPLES FOR FINAL FINISH REQUIRED PRIOR TO

DELIVERY TO SITE.

7. STEEL COPING: ROLL PIPE TO CONFORM WITH HORIZONTAL CONTROL RADII AT

CENTERLINE OF PIPE.

SP-1.4NORTH

SKATE PARK

JOINTING PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-1.5NORTH

C.J. - CONSTRUCTION JOINT

SYMBOL DESCRIPTION DETAIL

S.J. - SAWCUT JOINT

CONCRETE JOINTING LEGEND

E.J. - EXPANSION JOINT

1. CONSTRUCT JOINTS TRUE TO LINE WITH FACES PERPENDICULAR TO SURFACE PLANE

OF CONCRETE.

2. CONSTRUCTION JOINTS: INSTALL SO STRENGTH AND APPEARANCE OF CONCRETE ARE

NOT IMPAIRED, AT LOCATIONS INDICATED AND APPROVED BY LANDSCAPE ARCHITECT/

SKATE PARK ARCHITECT.

3. PLACE JOINTS PERPENDICULAR TO MAIN REINFORCEMENT. CONTINUE

REINFORCEMENT ACROSS CONSTRUCTION JOINTS, UNLESS OTHERWISE INDICATED.

4. SAWED JOINTS: FORM CONTRACTION JOINTS WITH POWER SAWS EQUIPPED WITH

SHATTERPROOF ABRASIVE OR DIAMOND-RIMMED BLADES. CUT 1/8-INCH WIDE JOINTS

INTO CONCRETE WHEN CUTTING ACTION WILL NOT TEAR, ABRADE, OR OTHERWISE

DAMAGE SURFACE AND BEFORE CONCRETE DEVELOPS RANDOM CONTRACTION

CRACKS.

5. ALL CONTROL JOINTS SHALL BE SEALED PER REFERENCED DETAILS.

6. CLEAN ALL JOINTS THOROUGHLY DEBRIS AND DUST FREE PRIOR TO ANY SEALANT

APPLICATION.

7. CONCRETE MUST BE CURED TO SPECIFIED STRENGTH PRIOR TO APPLYING SEALANT.

8. CONTRACTOR MUST SUBMIT A POUR SCHEDULE DESIGNATING ALL START AND STOP

FORM LOCATIONS PRIOR TO START OF CONSTRUCTION.

9. THE JOINTING PLAN IS DIAGRAMMATIC IN NATURE. CONTRACTOR TO APPLY ADDITIONAL

JOINTING AND CRACK PREVENTION MEASURES AS NECESSARY.

CONCRETE JOINTING NOTES

2,3,5/SP-5.3

1/SP-5.3

4/SP-5.3

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C

.

J

.

C

.

J

.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

E.J.

E.J.

E.J.

E.J.

E.J.

E.J.

E.J.

E

.

J

.

E

.

J

.

E

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S.J.

C.J.

C.J.

C.J.

C.J.

S.J.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

S.J.

S.J.

E.J.

S

.

J

.

S

.

J

.

S.J.

C

.

J

.

C

.

J

.

S.J.

S.J.

C.J.

S.J.

C.J.

S.J.

C.J.

S.J.

C

.

J

.

S

.

J

.

S.J.

C

.

J

.

C

.

J

.

S

.

J

.

S

.

J

.

S

.

J

.

C

.

J

.

S.J.

S.J.

S

.

J

.

S

.

J

.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

SKATE PARK- ARTISTIC RENDERS



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-1.6

SYMBOL DESCRIPTION

NATURAL GRAY (INTEGRAL COLOR)

CHARCOAL GRAY (INTEGRAL COLOR)

CHARCOAL GRAY (INTEGRAL COLOR) LEDGE CAP

WITH CMU LEDGE BASE (SMOOTH, EXPOSED AGGREGATE /

BURNISHED 'BROWN')

CONCRETE COLOR LEGEND

CC-01

CC-02

CC-03

CC-01

CC-02

CC-01

CC-01

CC-01

CC-01

CC-01

CC-03

CC-01

CC-03

CC-01

CC-01

*

CC-01

*

*

SKATE PARK

CONCRETE COLOR PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-1.7NORTH















PARK ARCHITECT.



NOTE


FEATURES OCCUR.

CONCRETE POUR-SEQUENCE GUIDELINE

1. INSTALL ALL CAST-IN-PLACE FORMS & METAL FABRICATIONS.

2. POUR ALL CAST-IN-PLACE LEDGES, BREAK FORMS AND FINISH.

3. INSTALL ALL METAL FABRICATIONS FOR SHOTCRETE AREAS AND FORM

WORK.

4. INSTALL ALL REQUIRED REBAR PER PLANS AND SPECIFICATIONS.

5. INSTALL ALL SHOTCRETE AND SPECIALTY POURS PER PLANS AND

SPECIFICATIONS.

6. BREAK ALL SHOTCRETE AND SPECIALTY FORMS PRIOR TO POURING

FLATWORK.

7. POUR ALL TOPS DECKS

8. POUR ALL BOTTOM AREAS LAST..

SKATE PARK SPECIALTY CONTRACTOR EXPERIENCE

1. REQUIRED EXPERIENCE: CONTRACTOR OR SUBCONTRACTOR MUST HAVE COMPLETED THREE (3)

PUBLIC CONCRETE (PRE-CAST EXCLUDED) SKATE PARK FACILITIES WITH A MINIMUM SIZE OF 10,000

SQUARE FEET, IN THE LAST FIVE (5) YEARS WITH SMOOTH TROWEL FINISH OF SHOTCRETE AND

CAST-IN-PLACE CONCRETE. PARKS MUST BE OPEN AND IN GOOD OPERATING CONDITION FOR AT

LEAST ONE YEAR.POUR ALL CAST-IN-PLACE LEDGES, BREAK FORMS AND FINISH.

SYMBOL FINISH COLOR

PRIME AND PAINT CARDINAL® BLUE HAMMER

HOT DIPPED GALVANIZED CARDINAL® BLUE HAMMER

HOT DIPPED GALVANIZED,PAINTED CARDINAL® BLUE HAMMER

MC-01

MC-02

METAL COLOR / FINISH LEGEND

MC-03

MC-03

MC-01

MC-02

MC-01

MC-02

MC-01

MC-01

MC-01

MC-03

MC-01

MC-01

MC-02

MC-01

MC-02

MC-02

MC-02

MC-02

MC-02

MC-01

SKATE PARK

METAL COLOR PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



METALS MATERIALS NOTE

1. ALL METAL FABRICATION SIZES ARE NOMINAL.

2. ALL METAL FABRICATIONS SHOWN ARE TO BE HOT DIPPED GALVANIZED.

3. QUALIFICATIONS OF CONTRACTOR: PROVIDE AT LEAST ONE PERSON WHO SHALL

BE PRESENT AT ALL TIMES DURING EXECUTION OF THIS PORTION OF THE WORK,

AND WHO SHALL BE THOROUGHLY FAMILIAR WITH THE TYPE OF MATERIALS BEING

INSTALLED, THE REFERENCED STANDARDS, THE REQUIREMENTS OF THIS WORK,

AND WHO SHALL DIRECT ALL WORK PERFORMED UNDER THIS SECTION.

4. WELDS NECESSARY TO CONNECT ALL COPING AND METAL FABRICATION SHOULD

BE DONE BY CERTIFIED WELDER, GROUND SMOOTH, DE-BURRED AND COATED

PER SPECIFICATIONS.

5. PROTECT ALL FINISH WORK ADJACENT TO METAL FABRICATION EFFORTS TO

PREVENT ANY STAINING.

6. SAMPLES: REQUIRED FOR ALL COPING, RAILS, FENCING AND EDGING OF SKATE

PARK. SUBMIT FINISH METAL SAMPLES FOR FINAL FINISH REQUIRED PRIOR TO

DELIVERY TO SITE.

7. STEEL COPING: ROLL PIPE TO CONFORM WITH HORIZONTAL CONTROL RADII AT

CENTERLINE OF PIPE.

SP-1.8NORTH

1

24

5

6

7

8

9

1

0

1

1

1

2

1

3

1

4

1

5

1

6

1

7

1

8

1

9

2

0

2

1

2

2

2

3

2

4

2

5

2

6

2

7

2

8

2

9

3

0

3

13

2

3

3

3

4

3

5

3

6

3

7

3

8

3

9

4

0

4

1

4

2

4

3

4

4

4

5

4

6

4

7

4

8

4

9

5

0

5

1

5

2

5

3

5

4

5

5

5

6

5

7

5

8

5

9

6

0

6

1

6

2

6

3

6

4

6

5

6

6

6

7

6

8

6

9

7

0

7

1

7

2

7

3

7

4

7

5

7

6

7

7

7

8

7

9

8

0

8

1

8

2

8

3

8

4

8

5

8

6

8

7

8

8

8

9

9

0

9

1

9

2

9

3

9

4

9

5

9

6

9

7

9

8

9

9

1

0

0

1

0

1

1

0

2

Site Layout Point Table

Point #

1

2

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

Northing

3013856.44

3013865.10

3013870.90

3013874.57

3013872.07

3013836.45

3013824.90

3013814.50

3013790.07

3013781.28

3013772.48

3013748.06

3013741.77

3013736.85

3013733.61

3013731.73

3013728.47

3013733.38

3013739.67

3013766.17

3013771.30

3013774.47

3013779.60

3013806.10

3013814.68

3013845.17

3013852.98

3013861.41

3013856.51

3013823.93

3013821.01

3013811.59

3013811.31

3013821.73

3013819.12

3013817.57

3013809.75

3013808.20

3013817.64

3013819.20

3013847.27

3013850.20

3013855.09

3013822.95

3013832.14

3013769.59

3013769.43

3013769.09

3013768.38

3013776.71

3013786.29

Easting

814806.29

814845.32

814871.45

814899.83

814904.30

814907.78

814853.95

814856.18

814861.41

814863.30

814865.18

814870.42

814871.77

814872.82

814857.76

814848.96

814833.82

814832.76

814831.41

814825.71

814824.61

814823.93

814822.82

814817.12

814815.28

814808.72

814807.04

814846.11

814847.16

814854.17

814840.62

814842.65

814841.35

814839.11

814839.67

814832.45

814834.13

814826.90

814824.87

814832.10

814818.50

814817.87

814816.82

814847.23

814845.25

814851.71

814851.75

814850.20

814846.90

814842.05

814843.05

Site Layout Point Table

Point #

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

Northing

3013787.00

3013787.33

3013787.17

3013778.38

3013777.84

3013771.20

3013788.60

3013779.90

3013768.37

3013781.83

3013776.56

3013773.63

3013766.74

3013780.18

3013744.81

3013742.92

3013738.53

3013736.63

3013736.33

3013734.44

3013841.58

3013851.43

3013859.68

3013862.75

3013863.19

3013868.58

3013868.97

3013866.65

3013866.22

3013841.34

3013842.36

3013842.97

3013837.11

3013867.43

3013840.16

3013849.77

3013853.49

3013856.20

3013859.59

3013864.99

3013865.26

3013859.96

3013859.75

3013848.15

3013849.53

3013844.26

3013845.80

3013850.89

3013847.66

3013851.79

Easting

814846.35

814847.90

814847.93

814849.82

814847.31

814858.77

814855.02

814856.90

814836.07

814833.06

814834.24

814834.89

814828.40

814825.51

814855.35

814846.55

814856.70

814847.91

814857.17

814848.38

814855.49

814853.37

814858.75

814873.02

814873.65

814877.06

814896.93

814900.63

814903.29

814895.57

814893.34

814889.68

814862.41

814903.61

814895.15

814912.33

814861.83

814874.43

814879.31

814882.72

814891.34

814900.18

814901.54

814896.73

814888.28

814863.81

814861.43

814860.34

814897.79

814905.94



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-2.1

NORTH

* CONTRACTOR RESPONSIBLE FOR SURVEY WORK

COORDINATE VALUES SHOWN ARE INTENDED FOR HORIZONTAL POSITIONING AND DIMENSION

CLARIFICATION ONLY. ALL POINTS SET IN THE FIELD FROM THESE VALUES SHALL FIRST BE CHECKED BY

THE CONTRACTOR TO ENSURE THAT THE LOCATION IS CONSISTENT WITH THE DIMENSIONS AND GRAPHIC

LOCATIONS SHOWN ON THE APPROVED CONSTRUCTION PLANS. IN THE CASE OF A DISCREPANCY WITH

ANY COORDINATE VALUE SHOWN, THE CONTRACTOR SHALL BE RESPONSIBLE TO NOTIFY THE CITY PRIOR

TO COMMENCING ANY CONSTRUCTION ACTIVITY THAT MAY BE AFFECTED.

ALL COORDINATES SHOWN AT THE BOTTOM OF ALL BANKS/ TRANSITIONS ARE LOCATED AT THE POINT OF

TANGENCY NOT AT THE KEY JOINT. THESE COORDINATES VALUES MUST BE OFFSET 1'-0" AWAY FROM THE

BANK/ TRANSITION TO DETERMINE THE LOCATION OF THE KEY JOINT.

BECAUSE OF THE SCALE OF THIS DRAWING AND PROXIMITY OF FEATURES TO EACH OTHER, THE LOCATION

OF SOME OR THE POINTS MAY BE OBSCURED. REFER TO THE LAYOUT DATA FOR THE ACTUAL LOCATIONS

FOR ALL POINTS.

NOTE:

POINT LAYOUT PLAN

SKATE PARK

LAYOUT PLAN

Line Table

Line #

L1

L2

L6

L7

L8

L9

L10

L11

L12

L13

L14

L15

L16

L17

L18

L19

L20

L21

L22

L23

L24

L25

L26

L27

L28

L29

L30

L31

L32

L33

L34

L35

L36

L37

L38

L39

L40

L41

L42

L43

L44

L45

L46

L47

L48

L49

L50

L51

L52

L53

Length

39.97

26.77

55.06

10.64

24.98

8.99

8.99

24.98

6.43

5.03

8.99

15.41

15.49

5.02

6.43

27.11

13.99

3.00

13.99

3.00

27.10

9.03

2.00

9.03

2.00

31.18

7.99

3.54

10.01

29.96

3.77

5.01

32.33

13.86

13.86

7.38

7.39

9.66

8.13

8.25

7.39

30.31

3.00

5.00

29.96

10.66

1.33

9.66

6.95

13.79

Direction

N77° 29' 32.76"E

N77° 29' 32.76"E

S77° 53' 23.40"W

S12° 06' 02.12"E

S12° 06' 02.12"E

S12° 06' 02.12"E

S12° 06' 02.12"E

S12° 06' 02.12"E

S12° 06' 02.12"E

S12° 06' 02.12"E

S77° 52' 59.57"W

S77° 52' 59.57"W

S77° 52' 59.57"W

N12° 08' 16.81"W

N12° 08' 16.81"W

N12° 08' 16.81"W

S12° 08' 18.85"E

S77° 51' 41.15"W

N12° 08' 18.85"W

N77° 51' 41.15"E

N12° 08' 16.81"W

N12° 08' 18.85"W

N77° 51' 41.15"E

S12° 08' 18.85"E

S77° 51' 41.15"W

N12° 08' 16.81"W

N12° 08' 16.81"W

N12° 08' 16.81"W

S77° 49' 50.10"W

S77° 49' 50.10"W

S12° 06' 51.75"E

S12° 06' 51.75"E

S12° 06' 51.75"E

S77° 51' 41.15"W

S77° 51' 41.15"W

N77° 51' 41.15"E

N77° 51' 41.15"E

S12° 08' 18.85"E

N77° 51' 41.15"E

S77° 51' 41.14"W

S77° 51' 41.15"W

S12° 08' 18.85"E

S12° 08' 18.85"E

S12° 08' 18.85"E

N77° 51' 41.15"E

S12° 08' 18.85"E

N77° 50' 09.77"E

S12° 08' 18.85"E

S77° 51' 41.15"W

S77° 51' 41.15"W

Line Table

Line #

L54

L55

L56

L57

L59

L60

L61

L62

L63

L66

L67

L68

L69

L70

L71

L72

L73

L74

L75

L76

L77

L78

L79

L80

L81

L82

L83

L84

L85

L86

Length

13.66

13.78

1.33

3.38

9.46

3.38

1.33

8.99

8.99

9.63

9.21

9.21

15.42

8.99

15.49

15.49

15.41

8.67

8.67

8.99

9.61

13.99

10.08

14.60

6.37

27.89

5.44

12.89

6.39

25.03

Direction

N77° 51' 41.15"E

S77° 51' 41.15"W

N77° 51' 41.15"E

N77° 51' 41.15"E

S05° 55' 41.70"W

S77° 51' 41.15"W

N77° 51' 41.15"E

N12° 08' 18.85"W

N12° 08' 18.85"W

N30° 12' 19.41"W

N05° 59' 16.92"W

N18° 17' 21.30"W

S77° 51' 41.18"W

S77° 51' 41.15"W

S77° 51' 41.23"W

S77° 51' 41.15"W

S77° 51' 41.15"W

N12° 08' 19.19"W

N12° 08' 18.85"W

N77° 51' 41.15"E

S12° 08' 18.85"E

S12° 35' 20.48"E

S12° 08' 18.79"E

S77° 51' 41.21"W

S32° 17' 50.14"W

N77° 51' 41.21"E

S12° 08' 18.79"E

S77° 51' 41.21"W

S32° 17' 50.13"W

N77° 51' 41.21"E

Curve Table

Curve #

C1

C2

C3

C5

C7

C9

C10

C11

C12

C13

C14

C16

C18

C20

C22

C23

C24

C25

C26

C27

C29

Length

33.91

5.24

46.72

10.93

0.78

23.52

4.53

2.69

41.91

2.46

3.80

9.16

3.14

6.10

10.17

10.68

1.37

20.36

1.17

8.76

3.14

Radius

17.09

7.17

18.98

6.99

1.00

11.91

4.87

12.83

13.04

13.04

5.08

5.83

2.00

7.70

5.21

11.57

6.13

6.33

6.33

11.78

2.00

Delta

113.6669

041.8528

141.0290

089.5231

045.0000

113.0931

053.3368

012.0248

184.2173

010.7928

042.8532

090.0000

090.0000

045.3610

111.7791

052.8682

012.7956

184.2173

010.5469

042.6193

090.0000

Chord Direction

N82° 37' 05.41"E

S60° 43' 18.90"E

S05° 34' 49.29"E

S33° 05' 59.64"W

S55° 21' 41.21"W

S88° 51' 30.48"W

N57° 51' 41.02"W

N80° 47' 40.78"W

N17° 13' 58.83"E

S65° 15' 42.97"E

S80° 33' 07.88"E

S57° 08' 18.79"E

S32° 51' 41.21"W

S55° 10' 51.44"W

S88° 12' 05.15"W

N59° 00' 24.42"W

N81° 10' 48.28"W

N17° 13' 58.83"E

S65° 23' 05.64"E

S80° 43' 26.53"E

S57° 08' 18.79"E

Chord Length

28.616

5.122

35.787

9.850

0.765

19.880

4.369

2.688

26.053

2.452

3.711

8.244

2.828

5.940

8.628

10.302

1.366

12.655

1.164

8.564

2.828

1

24

5

6

7

8

9

1

0

1

1

1

2

1

3

1

4

1

5

1

6

1

7

1

8

1

9

2

0

2

1

2

2

2

3

2

4

2

5

2

6

2

7

2

8

2

9

3

0

3

13

2

3

3

3

4

3

5

3

6

3

7

3

8

3

9

4

0

4

1

4

2

4

3

4

4

4

5

4

6

4

7

4

8

4

9

5

0

5

1

5

2

5

3

5

4

5

5

5

6

5

7

5

8

5

9

6

0

6

1

6

2

6

3

6

4

6

5

6

6

6

7

6

8

6

9

7

0

7

1

7

2

7

3

7

4

7

5

7

6

7

7

7

8

7

9

8

0

8

1

8

2

8

3

8

4

8

5

8

6

8

7

8

8

8

9

9

0

9

1

9

2

9

3

9

4

9

5

9

6

9

7

9

8

9

9

1

0

0

1

0

1

L1

L2

C1

C

2

C3

L6

L7

L8

L9

L10

L11

L1

2L1

3

L14 L15L16

L17

L18

L19

L

2

0

L

2

1

L

2

2

L

2

3

L24

L25

L

2

6

L27

L

2

8

L29

L30

L31

L32 L33

L

3

4

L35

L36

L37

L38

L39L40

L41

L

4

2

L

4

3

L44

L45

L

4

6

L47

L48

L49

L

5

0

L51

L

5

2

L53

L54

L55

L

5

6

L

5

7

L

5

9

L

6

0

L

6

1

L

6

2

L

6

3

L

6

6

L67

L68

L69L70L71

L72 L73

L

7

4

L

7

5

L76

L77

L78

L79

C

5

L80

C

7

L

8

1

C

9

C

1

0

C

1

1

C

1

2

C

1

3

C

1

4

L82

C

1

6

L83

C

1

8

L84

C

2

0

L

8

5

C22

C

2

3

C

2

4

C

2

5

C

2

6

C

2

7

L86

C

2

9

1

0

2

SKATE PARK

LAYOUT PLAN



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-2.2

NORTH

* CONTRACTOR RESPONSIBLE FOR SURVEY WORK

COORDINATE VALUES SHOWN ARE INTENDED FOR HORIZONTAL POSITIONING AND DIMENSION

CLARIFICATION ONLY. ALL POINTS SET IN THE FIELD FROM THESE VALUES SHALL FIRST BE CHECKED BY

THE CONTRACTOR TO ENSURE THAT THE LOCATION IS CONSISTENT WITH THE DIMENSIONS AND GRAPHIC

LOCATIONS SHOWN ON THE APPROVED CONSTRUCTION PLANS. IN THE CASE OF A DISCREPANCY WITH

ANY COORDINATE VALUE SHOWN, THE CONTRACTOR SHALL BE RESPONSIBLE TO NOTIFY THE CITY PRIOR

TO COMMENCING ANY CONSTRUCTION ACTIVITY THAT MAY BE AFFECTED.

ALL COORDINATES SHOWN AT THE BOTTOM OF ALL BANKS/ TRANSITIONS ARE LOCATED AT THE POINT OF

TANGENCY NOT AT THE KEY JOINT. THESE COORDINATES VALUES MUST BE OFFSET 1'-0" AWAY FROM THE

BANK/ TRANSITION TO DETERMINE THE LOCATION OF THE KEY JOINT.

BECAUSE OF THE SCALE OF THIS DRAWING AND PROXIMITY OF FEATURES TO EACH OTHER, THE LOCATION

OF SOME OR THE POINTS MAY BE OBSCURED. REFER TO THE LAYOUT DATA FOR THE ACTUAL LOCATIONS

FOR ALL POINTS.

NOTE:

LINE AND CURVE LAYOUT PLAN

7T 7T

B

T

T

B B

B B

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

R

E

4

8

.5

0

IE

S

E

E

C

IV

IL

5

4

.6

0

5

5

.7

5

5

5

.7

1

5

3

.7

5

5

3

.7

5

FLOWLINE OF SWALE

5

3

.7

5

5

3

.4

1

5

5

.7

5

5

1

.2

5

5

1

.2

5

5

1

.2

5

5

1

.2

5

5

2

.7

5

5

4

.7

5

FLOWLINE OF SWALE

FLOWLINE OF SWALE

5

1

.2

5

5

1

.2

5

H

P

S

H

P

S

5

0

.8

5

BG

BG

5

1

.2

5

5

1

.2

5

5

1

.2

5

5

1

.2

5

5

6

.7

5

5

6

.7

5

5

5

.7

5

5

5

.7

5

5

5

.7

5

5

5

.7

5

5

1

.1

7

5

1

.1

7

5

3

.7

5

5

3

.7

5

5

3

.7

5

5

1

.2

5

BG

5

1

.2

5

5

1

.2

5

5

5

.7

1

5

1

.2

5

5

1

.2

5

5

1

.0

5

FLOWLINE

OF SWALE

5

1

.2

5

5

1

.1

7

5

0

.8

5

5

1

.2

5

H

P

S

H

P

S

5

4

.5

0

4

8

.6

6

FLOWLINE OF SWALE

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

4

8

.6

6

5

4

.6

0

5

3

.8

5

5

4

.6

0

5

4

.6

0

5

4

.6

0

5

4

.6

0

5

4

.6

0

5

4

.6

0

5

5

.7

0

5

5

.7

0

5

5

.7

0

5

5

.7

05

6

.7

2

5

6

.7

2

5

1

.2

5

5

1

.2

5

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.5

0

5

4

.8

5

TC

51.1

6

TL

52.4

9

TC

51.2

3

TL

52.2

3

TC

51.2

5

TL

52.5

8

TC

51.2

3

TL

52.2

3

TC

51.2

5

TL

53.2

5

TC

51.2

5

TL

53.2

5

TC

52.7

5

TL

54.7

5

TC

51.2

5

TR

53.2

5

TC

51.2

5

TR

53.2

5

TC

52.7

5

TR

54.7

5

TC

53.6

4

TR

54.8

0

TC

53.6

4

TR

54.8

0

TC

51.2

5

TL

53.0

8

TC

53.7

5

TL

56.2

5

TC

53.7

5

TR

56.2

5

TC

51.2

5

TR

53.0

8

TW

55.6

0

BW

54.6

0

TW

55.6

0

BW

54.6

0

TW

55.6

0

BW

54.6

0

5

3

.7

5



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK - GRADING

& DRAINAGE PLAN

SP-3.1

NORTH

1. FINAL HEIGHT AND SHAPE OF EXCAVATION TO BE VERIFIED BY

SKATE PARK ARCHITECT IN THE FIELD.

2. ALL SPOT ELEVATIONS ARE FOR TOP OF FINISH WORK UNLESS

OTHERWISE NOTED.

3. MINIMUM SLOPE FOR ALL CONCRETE FINISH WORK SHALL BE 1%.

WATER MUST DRAIN TOWARDS DIRECTION OF FLOW ARROWS AND

FOLLOW OVERALL DESIGN INTENT.

4. MAXIMUM SIDEWALK CROSS SLOPE IS 2.0%.

5. MAXIMUM SIDEWALK LONGITUDINAL SLOPE IS 5.0%.

6. All AREAS DISTURBED BY GRADING OPERATIONS TO BE FINE

GRADED.

7. VERIFY LOCATION AND DEPTH OF ALL UTILITIES PRIOR TO

COMMENCING WORK.

8. REFER TO SECTIONS AND PROFILES FOR HEIGHT, RADII AND

PROFILES.

9. ALL FINE GRADING OF EARTHWORK SHALL BE INSPECTED WITH

TEMPLATES CUT TO THE SPECIFIED RADII/ ANGLE. CONTRACTOR

TO PROVIDE SHOP DRAWINGS FOR ALL TEMPLATES/ SCREEDS TO

BE USED FOR EARTHWORK TOLERANCES FOR APPROVAL BY SKATE

PARK ARCHITECT.

10. CONTRACTOR TO PROTECT ALL EXCAVATIONS FROM SOIL EROSION

AND WATER SATURATION AT ALL TIMES USING APPROPRIATE

CONSTRUCTION METHODS. AND LOSS OF SOIL PROFILE DURING

CONSTRUCTION SHALL BE REPLACED WITH APPROPRIATE SOIL

COMPOSITION AND COMPACTION METHODS TO MATCH LOSS SOIL.

11. THE DRAINS IN THE SKATE PARK HAVE PERFORATIONS IN THE

PORTION BELOW THE CONCRETE DECK TO AVOID ANY

HYDRO-STATIC LIFT POTENTIAL.

12. MAINTAIN ALL EXISTING TREES. COORDINATE WITH ELK GROVE

PARK DISTRICT.

13. REFER TO SECTIONS FOR SKATE PARK FEATURE ELEVATIONS THAT

ARE NOT MARKED ON THIS SHEET.

GRADING & DRAINAGE LEGEND

NOTES:

CONTRACTOR TO VERIFY FEATURE ELEVATIONS WITH SECTIONS. IF A DISCREPANCY

OCCURS, CONTRACTOR SHALL CONTACT SKATE PARK DESIGNER IMMEDIATELY.

REFER TO CIVIL PLANS FOR FINISH GRADE ELEVATIONS BEYOND SKATE PARK.

REFER TO SECTIONS FOR HEIGHTS OF SKATE PARK FEATURES

1. LOCATE ALL SURVEY MARKS INCLUDING BENCH MARKS AND

PROPERTY LINES IN ORDER THAT THE EXACT LINES OF

CONSTRUCTION LIMITS AND GRADES MAY BE DETERMINED. BRING

ANY DISCREPANCIES TO THE OWNER'S REPRESENTATIVE

IMMEDIATELY BEFORE PROCEEDING WITH WORK.

2. VERIFY ENTIRE LAYOUT PRIOR TO START OF CONSTRUCTION WITH

PROJECT OWNER'S REPRESENTATIVES AND SKATE PARK ARCHITECT.

3. LOCATE AND PROTECT CONTROL POINTS PRIOR TO STARTING SITE

WORK AND PROTECT ALL PERMANENT REFERENCE POINTS DURING

ENTIRE CONSTRUCTION. REPLACE PROJECT CONTROL POINTS

WHICH MAY BE LOST OR DESTROYED DURING CONSTRUCTION.

4. CONTRACTOR SHALL VERIFY FINISH GRADE ELEVATIONS AS SHOWN

ON CIVIL ENGINEER'S PLANS AND BRING ANY DISCREPANCIES TO THE

OWNER'S REPRESENTATIVE IMMEDIATELY BEFORE PROCEEDING

WITH WORK.

GRADING & DRAINAGE NOTES

SURVEY NOTES

RADIUS OF WALL. REFER TO SECTION SHEETS

FOR PROFILE VIEW

BANK-EMBANKMENT WALL WITH SLOPE AND RADI

AT BASE. REFER TO SECTION SHEETS

FORPROFILE VIEW.

BG - BREAK IN GRADE

FL - FLOWLINE OF SWALE

DIRECTION OF SURFACE FLOW

GRADING LIMIT LINE

BLEND ZONE

B

T

DRAIN INLET

HIGH POINT OF SWALEHPS

RIM ELEVATIONRE

INVERT ELEVATIONIE

BREAK IN GRADEBG

TOP OF WALL / BOTTOM OF WALLTW/BW

TOP OF RAIL / TOP OF CONCRETETR/TC

TOP OF LEDGE / TOP OF CONCRETETL/TC

2

ADDENDUM 07-09-2019

2

SIGNATURE

TOMBSTONE

BANK

FEATURE -

SHOTCRETE

BANK

3 X 3 BENT

PLATE

EDGING

45°

3'-1 3/4"

2'-4 1/4"

4'-6"

6'-0"

R7'-0"

2 3/8"

ROUND

COPING

SHOTCRETE

QUARTER PIPE

BEYOND

METAL PANEL -

WEDGE ANCHOR

42" HIGH

GUARDRAIL &

POSTS

1

SP-5.1

TOP DECK

CONCRETE

SLAB

2

SP-5.6

2 3/8"

ROUND

COPING

4'-6"

SHOTCRETE

QUARTER PIPE

6'-0"

42" HIGH

GUARDRAIL &

POSTS

R7'-0"

SIGNATURE TOMBSTONE

BANK FEATURE -

SHOTCRETE

BANK

3'-1 3/4"

2'-4 1/4"

1

SP-5.1

TOP DECK

CONCRETE

SLAB

METAL PANEL -

WEDGE ANCHOR

2

SP-5.6

6"

1 1/2"

1 1/2"

2'-0"

1'-4"

SIGNATURE CAPPED LEDGE

FEATURE WITH C-CHANNEL

LEDGE EDGING AT CAP

1

SP-5.1

TOP DECK

CONCRETE

SLAB

(4) WEDGE ANCHOR WITH

TAMPER PROOF NUT (BOTH

SIDES), TYP. (DRILLED HOLE

MUST AVOID REBAR)

2

SP-5.6

1 1/2"

9'-0"

6"

1'-4"

1 1/2"



LEDGE EDGING AT CAP

1

SP-5.1

TOP DECK

CONCRETE

SLAB




MUST AVOID REBAR)

2

SP-5.6

TOP DECK

CONCRETE

SLAB

TURNDOWN

WALL

16°

CONCRETE STEPS WITH

C-CHANNEL STAIR EDGING.

WELD C-CHANNELS TO FACE

PLATE AT BOTH SIDES OF

STEPS.

8'-0"

2'-0"

6"

2'-6"

1 1/2"

10'-6 1/2"

1 1/2" 1 1/2"

2'-3 1/2"

2'-9"



LEDGE EDGING AT CAP

1

SP-5.1

TOP DECK

CONCRETE

SLAB

BANK BEYOND

9.5

9.5°

9.5

9.5°

BANK WITH

C-CHANNEL

LEDGE EDGING

TURNDOWN

WALL AT DECK

2

3

8

" DIA. SLOPED

GRIND RAIL

2'-0"

9'-0" 9'-0"

2'-0"

1'-6"

1

SP-5.1

TOP DECK

CONCRETE

SLAB

9°

9°

SHOTCRETE

QUARTER PIPE

HIP

R6'-0"R4'-0" R5'-0" R4'-0"R5'-0"

CUSTOM BENT

PLATE

EDGING

2'-0"

9'-2" 9'-2"

18'-4"

3'-6"

1

SP-5.1

TOP DECK

CONCRETE

SLAB

7T

7T

B

T T

BB

BB

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'

+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

1 1

10

10

6

6

7 7

2 2

1111

5

5

88

4

4

9

9

2 2

12

12

1313

14

14

3

3

15

15

1616

17

17

18

18

SKATE PARK- SECTIONS / PROFILES

1-

-

6

SECTIONKEY MAP

NOTES 4SECTION SECTION

SECTION

SECTION GENERAL NOTES:

1. ALL SECTION DIMENSIONS ARE TOP OF CONCRETE FINISH GRADE UNLESS OTHERWISE NOTED.

2. DO NOT INCLUDE METAL FABRICATION OFFSET TO OVERALL DIMENSIONS SHOWN IN SECTIONS AND

PROFILES.

3. REFER TO SKATEPARK LAYOUT PLAN SHEETS: SP-2.1/ SP-2.2 FOR ACTUAL HORIZONTAL LOCATIONS.

4. FINAL GRADE EARTHWORK AND FORMWORK TO REVIEWED AND APPROVED BY STANTEC REPRESENTATIVE.

STANTEC RESERVES THE RIGHT TO MAKE FIELD ADJUSTMENTS AS NECESSARY TO FULLFILL THE DESIGN

INTENT.

5. ALL DIMENSIONS AT BOTTOM OF BOWLS, ENBANKMENTS, TRANSITIONS ARE LOCATED AT THE COLD JOINT.

6. DUE TO THE UNIQUE AND SCULPTURAL ASPECTS OF THE SKATEPARK THE LOCATION OF THE DIMENSIONS IN

THE SECTIONS NEED TO BE CROSS REFERENCED BY THE SKATEPARK LAYOUT PLAN SHEETS: SP-2.1/ SP-2.2.

7. CONTRACTOR SHALL HAVE EXTENSIVE KNOWLEDGE AND EXPERIENCE OF SKATEPARK CONSTRUCTION AND/

OR FREEFORM PRECISION CONCRETE FORMING, APPLICATION AND FINISHING TO PROPERLY INTERPRET

SECTIONS/ PROFILES.

8. METAL FABRICATION NOT SHOWN ON SECTIONS - REFER TO MATERIALS PLAN - METALS AND DETAILS SHEETS

FOR TYPE AND LOCATION.

CONCRETE GENERAL/SPECIALTY WORK LEGEND

CONCRETE WORK TO BE PERFORMED BY SKATE PARK

SPECIALTY CONTRACTOR

CONCRETE WORK TO BE PERFORMED BY GENERAL

CONTRACTOR

7 SECTION

3

5 SECTION

0 15 30 60

1" = 30'-0"SCALE :



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SECTION2

SP-4.1

8'-0"

7'-5 1/2"

8'-0"

6'-0" 6'-0"

R6'-0"

R6'-0"

TOP DECK

CONCRETE

SLAB

SHOTCRETE

BOWL

FLATBOTTOM

6"

1 1/2"

1 1/2"

3'-0"

TOP DECK

CONCRETE

SLAB



LEDGE EDGING AT CAP

6"

6

SP-5.4

6"

C-CHANNEL

EDGING

1'-0"




MUST AVOID REBAR)

2

SP-5.6

SHOTCRETE

QUARTER PIPE

1'-6"

4'-6"

10'-0"

40'-0"

2 3/8"

ROUND

COPING

3 X 3 BENT

PLATE

EDGING

SIGNATURE

TOMBSTONE BANK FEATURE -

SHOTCRETE BANK

SHOTCRETE

QUARTER

PIPE

2 3/8"

ROUND

COPING

TOP DECK

CONCRETE

SLAB

42" HIGH

GUARDRAIL &

POSTS

1

SP-5.1

TOP DECK

CONCRETE

SLAB

7T

7T

B

T T

BB

BB

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'

+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

1 1

10

10

6

6

7 7

2 2

1111

5

5

88

4

4

9

9

2 2

12

12

1313

14

14

3

3

15

15

1616

17

17

18

18

14'-0"

3'-7" 3'-7"

1'-2"

3'-7" 3'-7"

8

SP-5.4

1

SP-5.1

TOP DECK

CONCRETE

SLAB

2

3

8

"O.D.

ROUND

TOP RAIL

74°

74°

4" 4"

C

L

9

SP-5.4

2

3

8

"O.D.

ROUND

POST

C

L

C

L

C

L

C

L

9'-6"

3'-6" 3'-2"

1'-2"

74°

74°

4" 4"

C

L

C

L

C

L

C

L

C

L

3'-6"

8

SP-5.4

1

SP-5.1

TOP DECK

CONCRETE

SLAB

2

3

8

"O.D.

ROUND

TOP RAIL

9

SP-5.4

2

3

8

"O.D.

ROUND

POST

8-

-

11

SECTIONKEY MAP

NOTES SECTION

SECTION




PROFILES.




INTENT.






SECTIONS/ PROFILES.







CONTRACTOR

12 SECTION

9

10 SECTION

0 15 30 60

1" = 30'-0"SCALE :



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010




SP-4.2

TOP DECK

CONCRETE

SLAB

TOP DECK

CONCRETE

SLAB

6"

6"

TURNDOWN

WALL

2'-8 1/2"

1

SP-5.1

1

SP-5.1

8

SP-5.1

7

SP-5.4

6

SP-5.3

CONCRETE STEPS WITH

C-CHANNEL STAIR EDGING.

WELD C-CHANNELS TO FACE

PLATE AT BOTH SIDES OF

STEPS.

2'-6 1/4"

9'-7 1/4"

2'-0"2'-0"2'-0"2'-0"

2'-4"

8'-0"

BANK BEYOND

16°

9'-5 1/4"

E.Q. E.Q.

4"

1'-9 1/4"

7T

7T

B

T T

BB

BB

7T

T

BB

+2.5'

+4.5'

+0'

+0'

+0'

+4.5'

+4.5'

+5.5'

6T

6T

6T

6T

6T

-2.75'

+3.25'

+4.25'

+1.0'

+1.33'

+3.25'

+3.25'

1 1

10

10

6

6

7 7

2 2

1111

5

5

88

4

4

9

9

2 2

12

12

1313

14

14

3

3

15

15

1616

17

17

18

18

3'-6" 1'-6"

2'-0"

R4'-0"

3'-6"

2'-6"5'-5"

SHOTCRETE

QUARTER

PIPE HIP

TOP DECK

1"

6"

2'-0"

1

SP-5.1

2'-0"

1'-6"

1'-6"

7'-2"

17'-4"

10

SP-5.4

BANK

9

SP-5.1

5

SP-5.1

CUSTOM BENT

PLATE

EDGING

5

SP-5.4

TURNDOWN

WALL AT DECK

6

SP-5.3

C-CHANNEL

LEDGE EDGING

6

SP-5.4

2

3

8

" DIA. SLOPED

GRIND RAIL

9

SP-5.4

R6'-0"

TOP DECK

CONCRETE

SLAB

CONCRETE BANK

9'-6 1/2"

6"

2'-6"

1 1/2"

10'-6 1/2"

10 1/2"

1 1/2"

2'-3 1/2"

2'-9"



LEDGE EDGING AT CAP

1

SP-5.1

TOP DECK

CONCRETE

SLAB

17°

STAIRS BEYOND

16°

1 1/2"

14'-0"

6"

1'-4"

1 1/2"



LEDGE EDGING AT CAP

1

SP-5.1

TOP DECK

CONCRETE

SLAB

BRICK STAMP

(HERRING BONE

PATTERN ); FLUSH

WITH CONCRETE

DECK.

OPEN TO BEYOND

BANK WITH

C-CHANNEL

LEDGE EDGING

WEDGE FEATURE

W/ C-CHANNEL

EDGING

2'-0" 2'-0"

1

SP-5.1

TOP DECK

CONCRETE

SLAB

9°

9°

1'-6"

4'-6"

40'-0"

RETAINING

WALL (BACK OF

QUARTER PIPE

AND BANK)

TOP DECK

CONCRETE

SLAB

42" HIGH

GUARDRAIL &

POSTS

1

SP-5.1

TOP DECK

CONCRETE

SLAB


TAMPER PROOF NUT, TYP.

(DRILLED HOLE MUST AVOID

REBAR)

2

SP-5.6

1/8" COLORED METAL PANEL

(MEMORIAL PLAQUE SIZE AND

LOCATION TO BE DETERMINED

ON LANDSCAPE PLANS)

6"

6"

6"

6"


13-

-

18

SECTIONKEY MAP

NOTES 16SECTION SECTION

SECTION




PROFILES.




INTENT.






SECTIONS/ PROFILES.







CONTRACTOR

15

17 SECTION

0 15 30 60

1" = 30'-0"SCALE :



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SECTION14

SP-4.3

SKATE PARK-

CONSTRUCTION DETAILS

12

3

1 1/2" = 1'-0"

FLATBOTTOM CONCRETE SLAB

3"

6"

6" REINFORCED CONCRETE

SLAB

1

#3 REBAR AT 12" O.C. BOTH

WAYS, TYP.

2

STEEL TROWEL SMOOTH FINISH

UNLESS NOTED OTHERWISE.

3

4

54

4" AGGREGATE BASE-

REFER TO SPECIFICATIONS

5

90% COMPACTED SUBGRADE

2

1

2

3

5

6

7

8"

2"

2"

5"

1 1/2" = 1'-0"

TOP DECK CONCRETE SLAB

3" CLEAR

4"

4

5

STEEL TROWEL SMOOTH FINISH

UNLESS NOTED OTHERWISE

1

REINFORCED CONCRETE SLAB2

#3 REBAR AT 18" O.C. BOTH WAYS,

TYP

3

4" AGGREGATE BASE COURSE4

90% COMPACTED SUBGRADE5

FINISH GRADE6

1/2" TOOLED EDGE7

6"

1

1/2" = 1'-0"

TYPICAL BANK TO WALL

1

2

3

4

5

6

7

8

99

VA

RIE

S

RE

FE

R T

O

SE

CT

IO

NS

2"

CLR.TYP.

VARIES

REFER TO

SECTIONS

5"

1'-0

"

EXPANSION JOINT WITH

POLYURETHANE ELASTOMERIC

SEALANT, (TYP).

1

REINFORCED TOP DECK2

SMOOTH DOWEL, #4 X 18" @

2'-0" O.C. GREASE OR WRAP

ONE

END, TYP.

3

6" MIN. AGGREGATE BASE-

REFER

TO SPECIFICATIONS

4

COMPACTED SUBGRADE- REFER

TO

SPECIFICATIONS

5

6" SHOTCRETE WALL REBAR #3

@ 12" O.C.

6

RADIUS VARIES REFER TO

SECTIONS

7

EXTENSION REINFORCING: #3 @

12" O.C. VERTICAL (CONT.) TYP.

#4 @ 12" O.C. HORIZONTAL TYP.

8

EDGE TREATMENT - REFER TO

MATERIALS PLAN FOR TYPE &

LOCATION.

9

7

VA

RIE

S

RE

FE

R T

O S

EC

TIO

NS

1'-0" MIN.

1/2" = 1'-0"

TYPICAL TRANSITION TO WALL

1

2

3

4

5

6

7

8

9

VARIES

REFER TO SECTION

EDGE TREATMENT - REFER TO

MATERIALS

PLAN FOR TYPE & LOCATION

1

EXPANSION JOINT, (TYP.)2

#3 X 18" SMOOTH DOWEL AT 2'-6"

O.C., GREASE OR WRAP ONE END

3

REINFORCED DECK44" MIN. AGGREGATE BASE COURSE

(REFER

TO SPECIFICATIONS)

5

90% COMPACTED BASE COURSE6SHOTCRETE WALL WITH #3 REBAR

AT 12" O.C. BOTH WAYS TYP.

(REFER TO GEO-TECH REPORT)

7

BASE OF BOND BEAM TO FOLLOW

PROFILES OF DECK

8

EXTENSION REINFORCING: #3 AT 12"

O.C., VERTICAL (CONT), TYP. #4 AT 12"

O.C., HORIZONTAL, TYP.

9

4

TYP. SHOTCRETE BOWL3/8" = 1'-0"

1'-0"

1

2

3

4

5

6

7

8

9

101

REINFORCED TOP DECK

2

COPING - REFER TO MATERIALS PLAN

FOR TYPE & LOCATION.

3

TYP. TRANSITION BOND BEAM

4

90% COMPACTED SUBGRADE

5

12" AGGREGATE BASE COURSE,

SEE NOTE

6

#4 X 18" SMOOTH DOWEL AT 2'6" O.C.

GREASE OR WRAP ONE END

7

KEY JOINT AT FLATBOTTOM

8

POINT OF TANGENCY

9

RADIUS VARIES, REFER TO SECTIONS

10

6" SHOTCRETE TRANSITION WITH #3 REBAR

AT 12" O.C. BOTH WAYS TYP.

5SKAT-WC-CO-04

REINFORCED DECK

TREAD VARIES

TYP. REFER TO PLANS

6"

1'-0"

6

"

M

I

N

.

1% TYP.

EXPANSION JOINT

CONCRETE STAIR DETAIL3/4" = 1'-0"

NOTES:

REFER TO PLAN FOR STEP LOCATION.

CONTRACTOR TO ADJUST TOP AND BOTTOM TREAD, AND NUMBER OF

RISERS AS PER PLAN.

ONLY TREADS TO RECEIVE A LIGHT BROOM FINISH.

TR

EA

D V

AR

IE

S T

YP

.

RE

FE

R T

O P

LA

NS

1

2

3

4

5

6

7

8

9

REINFORCED DECK1

#4 REBAR AT 18" O.C. BOTH WAYS2

SIMILAR TO TURN DOWN WALL3

EXPANSION JOINT4


SEE NOTE

5

90% COMPACTED SUBGRADE6BOND BEAM WITH FOUR (4) #3

CONT. REBAR & #3 TIES AT 18" O.C.

7#4 X 18" SMOOTH DOWEL AT 2'6" O.C.


8TREAD, WITH 1/2" TOOLED RADIUS NOSE

AND #4 REBAR CONT. REFER TO METAL

MATERIALS PLAN FOR EDGING MATERIAL.

9

8SKAT-WC-CO-06

1'-0"

TYP. CAST IN PLACE CONCRETE BANK3/8" = 1'-0"

1

2 3 4

5

6

7

89

10

11 V

A

R

E

IS

R

E

F

E

R

T

O

S

E

C

T

IO

N

S

VA

RIE

S R

EF

ER

TO

S

EC

TIO

NS


CONSTRUCTION JOINT2

TYP. TRANSITION BOND BEAM, SEE

DETAIL 2 THIS SHEET

3

6" CONCRETE CAST IN PLACE BANK WITH #3

REBAR AT 12" O.C. BOTH WAYS

4

RADIUS VARIES REFER TO SECTIONS5

POINT OF TANGENCY6

KEY JOINT AT BOND BEAM7

REINFORCED DECK8



9



9SKAT-WC-CO-03

TYP. SHOTCRETE BANK3/8" = 1'-0"

1

1'-0"

2

3

4

5

6

7

8

9

10

11


CONSTRUCTION JOINT2

TYP. TRANSITION BOND BEAM, SEE

DETAIL 2 THIS SHEET

3


4" AGGREGATE BASE COURSE, SEE NOTE5



6

REINFORCED DECK7

KEY JOINT AT BOND BEAM8

POINT OF TANGENCY9

RADIUS VARIES REFER TO SECTIONS10

6" SHOTCRETE BANK WITH #3

REBAR AT 12" O.C. BOTH WAYS

11

6SKAT-WC-CO-05

BOND BEAM WITH RADIUS EDGE1" = 1'-0"

1'-0

"

1'-0" MIN.

3" CLR. TYP.

5"

2"

1

2

3

4

5

6

78

9


SMOOTH DOWEL, #4 X 18" @ 2'-0" O.C.

GREASE OR WRAP ONE END, TYP.

2

BOND BEAM WITH (4) #3 CONT. REBAR &

#3 TIES AT 18" O.C.

3



SEE NOTE

5

#3 REBAR @ 12" O.C. BOTH WAYS TYP.6SHOTCRETE WALL7RADIUS VARIES, REFER TO SECTIONS8

1/8" TOOLED JOINT BOTH SIDES

9

3SKAT-WC-CO-20



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SP-5.1

#4 BARS @ 12" O.C. (TYP.) MIN. 3

BARS PER SIDE TO EXTEND 18"

MIN. PAST 90° BEND INTO SLAB /

LEDGE WALL

STAIRS

LEDGE REBAR TO EXTEND

FULLY INTO ADJACENT STAIRS

AND TO FOLLOW THE SAME

CONFIGURATION AT OPPOSING

SIDE

REINFORCED TOP DECK

10

"

1'-0"

2"1'-0"

CLR. TYP.

2"

CLR., TYP.

5"

6"

1 1/2"

3/4" = 1'-0"

SLOPED LEDGE TIED INTO STAIRS ADD FURTHER DESCRIPTION HERE

1

2

3

4

5

6

7

8

9

10

3"

VA

RIE

S R

EF

ER

TO

S

EC

TIO

N

VARIES REFER TO

SECTIONS (13" MIN. & 24" MAX)

FOR GRAPHIC PURPOSES ONLY

8

1 1/2"

COPING - REFER TO MATERIALS PLAN FOR TYPE & LOCATION.1


4" MIN. AGGREGATE BASE- REFER TO SPECIFICATIONS3

#4 @ 12" O.C. (TYP.) SUPPORT BARS4


#4 HOOK DOWELS @ 12"6

#4 BARS @ 12"7

#4 BARS @ 12" O.C. (TYP.)8

#4 BARS @ 12" O.C. (TYP.) MIN. 3 BARS PER SIDE9

STEEL TROWEL FINISH10

1

2"

#4 BARS @ 12" O.C. (TYP.) MIN. 3 BARS PER SIDE TO

EXTEND 18" MIN. PAST 90° BEND INTO SLAB / LEDGE

WALL

SHOTCRETE OR

CAST IN PLACE

BANK

LEDGE REBAR TO EXTEND FULLY INTO ADJACENT

BANK TO FOLLOW THE SAME CONFIGURATION AT

OPPOSING SIDE

REINFORCED TOP DECK

6"

1 1/2" 1 1/2"

3/4" = 1'-0"

SLOPED LEDGE TIED INTO BANK

1

2

3 4

5

6

7

8

9

10

8

FOR GRAPHIC PURPOSES ONLY

10

"V

AR

IE

S R

EF

ER

TO

S

EC

TIO

N

VARIES REFER TO

SECTIONS (13" MIN. & 24" MAX.)

CLR. TYP.

COPING - REFER TO MATERIALS PLAN FOR TYPE & LOCATION.1

SHOTCRETE /CAST IN PLACE BANK, REFER TO MATERIALS PLAN FOR TYPE &

LOCATION.

2


4" MIN. AGGREGATE BASE- REFER TO SPECIFICATIONS4

#4 @ 12" O.C. (TYP.) SUPPORT BARS5


#4 BARS @ 12"7

#4 BARS @ 12" O.C. (TYP.)8

#4 BARS @ 12" O.C. (TYP.) MIN. 3 BARS PER SIDE9


3

VA

RIE

S

1'-0

"

1'-0"

2"

CLR. TYP.

5"

TYP.

6"

VARIES

2"

CL

R. T

YP

.

2"

CLR. TYP.

1 1/2"

1 1/2"

CAPPED GRIND LEDGE TIED TO DECK1/2" = 1'-0"

1

2

3

4

5

6 7

8

REFER TO SECTIONS

910

COPING - REFER TO MATERIALS

PLAN FOR TYPE & LOCATION.

1


#4 BARS @ 12" O.C. (TYP.) MIN. 3

BARS PER SIDE

3

#4 BARS @ 12" O.C. (TYP.)4

#4 BARS @ 12"5


REINFORCED TOP DECK, REFER

TO MATERIALS PLAN FOR TYPE &

LOCATION.

7

#4 @ 12" O.C. (TYP.) SUPPORT

BARS

8



RE

FE

R T

O S

EC

TIO

NS

SKAT-WC-CO-08

6RETAINING WALL- EXPANSION JOINT & WATER PROOFING 1 1/2" = 1'-0"

1

2

3

4

5

6

20'-0"

SPACING MAX

1-PART (NON-SAG) POLYURETHANE

CAULKING- COLOR TAN

1

CONCRETE RETAINING WALL2

1/2" EXPANSION JOINT W/ SEALER,

BOTH SIDES, TYP.

3

1/2" X 18" SPEED DOWEL W/ SLEEVE

@ 12" O.C. (TYP.)

4

1/2" X 18" SPEED DOWEL W/ SLEEVE

@ 12" O.C. (TYP.)

5

SPREAD FOOTING IF APPLICABLE6

5SKAT-WC-JO-08

RETAINING WALL UNDER DECK1/2" = 1'-0"

1'-0

"

2"

CL

R.

2" C

LR

.

0"10"2'-2"

4'-0"

1'-0" MIN.

10"

4"4"

1

2

3

4

5

6

7

8

12

1312

1415

6'-0" MIN. LAP

5"

1 1/2"

5 1/2"

16

9

WATERPROOFING -ASPHALTIC

EMULSION, BACK OF WALL AND

BELOW GRADE

1

#4 DOWELS @ 12" CONT.2AGGREGATE BASE COURSE31'-0" HOOK, TYP.4COMPACTED BASE COURSE5

#4 REBAR @ 12" CONT.

-T&B

6

STD. HOOK- EA. END TOP BARS7

#5 REBAR @ 12"8

4" DIA. (MIN.) PERFORATED PVC

PIPE ORIENTED DOWN MIN. 1%

GRADIENT TO OUTLET VERIFY WITH

CIVIL PLANS

9

10

11

#4 DOWELS @ 16" CONT.12

#4 REBAR @ 12" CONT.13GUARDRAIL POST WITH MIN. 12"

EMBEDMENT INTO WALL (WHERE

SPECIFIED ON PLANS)

14


STEEL PLATE16

10

FILTER FABRIC ENVELOPE VERIFY

WITH CIVIL PLANS

11

3/4" TO 1-1/2" CLEAN GRAVEL

VERIFY WITH CIVIL PLANS

12

" M

IN

.

12

"

4SKAT-WC-WAL-11

1" = 1'-0"

TYPICAL BOND BEAM

1'-0"1'-0"

MIN.

2"

CLEAR

1

2

3

4

5

6

7

8

1/8" TOOLED JOINT BOTH SIDES1

CONCRETE TOP DECK WITH #3 REBAR

AT 18" O.C. BOTH WAYS

2

#3 X 18" SMOOTH DOWEL AT 2'-6"

O.C., GREASE OR WRAP ONE END

3



6" SHOTCRETE WALL WITH #3 REBAR AT

12" O.C. BOTH WAYS

6

BOND BEAM WITH (4) #3 CONT. REBAR &

#3 TIES AT 18" O.C.

7


FOR TYPE & LOCATION. FOR

CONNECTION SEE "STEEL PIPE COPING"

DETAIL

8

7



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK-


SP-5.2

TH

IC

KN

ES

S

V

AR

IE

S

SAW-CUT JOINT3" = 1'-0"

1/3

TH

IC

KN

ES

S

1/8"

SAW-CUT

NOTE:

FILL JOINT WITH FLEXIBLE POLYURETHANE ELASTOMERIC JOINT

SEALANT: SIKAFLEX-1C SL OR EQUAL- COLOR TO MATCH CONCRETE

SEE NOTE

1

REINFORCED TOP DECK

OR FLATBOTTOM

1

1SKAT-WC-JO-04

1'-0"

MIN. TYP.

6"

TY

P.

2"

TY

P.

CONSTRUCTION JOINT AT FLATBOTTOM1 1/2" = 1'-0"

1

2

3

4

5

6

1/8" TOOLED JOINT BOTH

SIDES

1

9" RIBBED CENTERBULB

WATERSTOP BY JP

SPECIALTIES

2

#4 X 18" SMOOTH DOWEL AT

2'-6" O.C., GREASE OR WRAP

ONE END

3

REINFORCED TOP DECK OR

FLATBOTTOM

4


SEE NOTE

5


2SKAT-WC-JO-01

1'-0"

MIN. TYP.

5"

TY

P.

3"

TY

P.

CONSTRUCTION JOINT AT DECK1 1/2" = 1'-0"

1

3

4

5

6


SIDES

1


WATERSTOP BY JP

SPECIALTIES

2



ONE END

3


FLATBOTTOM

4


SEE NOTE

5


3SKAT-WC-JO-02

1" = 1'-0"

TURNDOWN WALL ADJ TO GRADE

18

" M

IN

. 2

4" M

AX

.

8" TO 12"

8" TO 12"

2" M

IN

. 1

2" M

AX

.

#3 REBAR 1'-0"

O.C. TYP.

2'-0"

8"

6"

1

2

3

REINFORCED TOP DECK / CAST IN

PLACE BANK / SHOTCRETE BOWL

1

(2) #4 [#13] @ TOP & BOTTOM2

FINISH GRADE3

7

2'-0"

8"

1'-0

"

5"

5"

3"

1" = 1'-0"

TURNDOWN WALL ADJ. TO DECK

1

2

3

4

5

6

7

8

REINFORCED TOP DECK (SECOND POUR)1

REINFORCED TOP DECK (FIRST POUR)2

2-#4 CONT. AT BOTTOM3

4" MIN. AGGREGATE BASE- REFER TO

SPECIFICATIONS

4


#4 REBAR 1'-0" O.C. TYP.6

REBAR #4 @ 12" O.C. BOTH WAYS7

REBAR TOP & BOTTOM8

1'-0"

VA

RIE

S

RE

FE

R T

O S

EC

TIO

NS

MIN.MIN.

1'-0" 1'-0"

6

VARIES REFER TO SECTIONS

VA

RIE

S R

EF

ER

TO

S

EC

TIO

NS

PER PLAN

1

2

3

4

5 6

27

8

9

CONSTRUCTION JOINT AT FLATBOTTOM1

REINFORCED FLATBOTTOM2

4" MIN. AGGREGATE BASE- REFER TO SPECIFICATIONS390% COMPACTED SUBGRADE- REFER TO SPECIFICATIONS4

SMOOTH DOWEL, #4 X 18" @ 2'-0" O.C. GREASE OR

WRAP ONE END, TYP.

5

CONSTRUCTION JOINT AT FLATBOTTOM6

RADIUS VARIES, REFER TO SECTIONS7

6" SHOTCRETE BANK WITH REBAR #3 @ 12" O.C.

BOTH WAYS, TYP.

8

RADIUS VARIES, REFER TO SECTIONS9

1'-0"

1/2" = 1'-0"

TYPICAL CONCRETE WATER FALL

8

1'-0"

MIN. TYP.

6"

TY

P.

2"

TY

P.

CONSTRUCTION JOINT AT 5" TO 6"1 1/2" = 1'-0"

1

3

4

5

6


SIDES

1


WATERSTOP BY JP

SPECIALTIES

2



ONE END

3


FLATBOTTOM

4


SEE NOTE

5


5"

TY

P.

3"

TY

P.

5SKAT-WC-JO-03

EXPANSION JOINT AT FLATWORK3" = 1'-0"

1"

MIN

.

1/2

"

MIN

.

1/4"

MIN.

1

2

SEE NOTE # 1

NOTE:

1. FILL JOINT WITH FLEXIBLE POLYURETHANE

ELASTOMERIC JOINT SEALANT:

SIKAFLEX-1C SL OR EQUAL- COLOR TO

MATCH CONCRETE.

2. MINIMUM CAULKING THICKNESS WITH

BOND BREAKER IN PLACE IS 1/4"3

1/8" TOOLED RADIUS

BOTH SIDES, TYP.

1

BOND BREAKER

MEMBRANE

2

#4 X 18" SMOOTH DOWEL

AT 2'-6"

O.C., GREASE OR WRAP

ONE END

3

4SKAT-WC-JO-05



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK-


SP-5.3

3/16"

1/2" = 1'-0"

ROUND COPING

NOTE:

1. WELD & GRIND SMOOTH END CAPS WHERE PIPE ENDS ARE

EXPOSED. NO OPEN PIPES, OR CONCRETE FILLED CAPS WILL

BE ACCEPTED.

1

2

3

4

5

COPING - REFER TO MATERIALS

PLAN FOR TYPE & LOCATION.

1

1/4" TOOLED JOINT - CONTINUOUS

ALONG TOP & BOTTOM OF

COPING, FILL WITH

POLYURETHANE ELASTOMERIC

SEALANT, TYP.

2

4" X 3/8" MIN. HOOK ANCHOR OR

NELSON STUD @ 18" O.C. WELDED

TO COPING.

3


SHOTCRETE WALL5

TYP.

1/4

"

1/4"

2

1" = 1'-0"

COPING SUPPORT

PLANSECTION

1

2

3

4

5

6

2

3

4


COPING - REFER TO MATERIALS PLAN FOR TYPE &

LOCATION. FOR CONNECTION SEE "STEEL PIPE COPING"

DETAIL

2

#4 REBAR SUPPORT, WELDED TO THE LOWER BACK SIDE

OF THE COPING

3

6" DIA. X 8" CONCRETE FOOTING4

SHOTCRETE WALL5

PLACE COPING CONSTRUCTION SUPPORT @ 4'-0"' O.C. MIN.

ALONG COPING

6

3

0

°

4

5

°

3

1

2

3

2"

6"

TYP.

2"

3" = 1'-0"

6" C-CHANNEL EDGING FOR LEDGES

4

3

PLAN

SECTION

4

5

5

6

6

71.5"3/8"

2 1/2"

8CANTILEVER

(TYP.)

9

CONCRETE LEDGE1RADIUS 1/2"23" X 1/2" MIN. HOOK

ANCHOR OR NELSON STUD @ 16" O.C.

3

C6 X 8.2 STEEL CHANNEL41/8" ROUTED RADIUS5

1/ 8" TOOLED JOINT,

CONTINUOUS ALONG PLATE

6

GRIND SMOOTH7

2" X 4" MOUNTING BRACKET / WELD TAB WITH 1/2 Ø " X 2 -1/2"

CONCRETE ANCHOR @ 2'-0" O.C.

8

1/2" X 2 -1/2" CONCRETE ANCHOR9

10

3" X 1/ 2" MIN. HOOK ANCHOR OR NELSON STUD @ 1'- 4" O.C.10

11

#4 CONT.11

6

G

G

3/16"

N.T.S

TYPICAL COPING JOINTS

CORNER

SPLICE

END

1

1

1

2

3

GRIND

SMOOTH

COPING1

UTILIZE HANDRAIL COUPLERS

@ JOINT FOR WELD BACK UP

2

END CAP3

4

3" = 1'-0"

BENT PLATE

1

2

3

4

1

4

" THK. BENT PLATE, BANK ANGLE

VARIES. REFER TO SECTION

1

1/8" TOOLED JOINT - CONTINUOUS

ALONG TOP & BOTTOM OF COPING, FILL

WITH POLYURETHANE ELASTOMERIC

SEALANT, TYP.

2

4" X 3/8" MIN. HOOK ANCHOR OR

NELSON STUD @ 12" O.C.

3

SHOTCRETE BANK/ TRANSITION4

PER PLAN

P

E

R

P

L

A

N

RADUIS

1

2

"

3

16

"

TYP.

5

3" = 1'-0"

6" FACEPLATE COPING AT STEPS

6"

1/4"

TYP.

3/16"

1

2

34

1/4" x 4" STEEL PLATE1

1/ 8" TOOLED JOINT, CONTINUOUS

ALONG PLATE (TOP & BOTTOM) FILL

WITH POLYURETHANE ELASTOMERIC

SEALANT, TYP.

2

CONCRETE STEP3

4" X 3/8" MIN. ANCHOR BOLT OR

NELSON STUD STAGGERED @ 6" O.C.

WELDED TO PLATE

4

1

1'-0" TYP.

CO

NC

RE

TE

S

LA

B

E.Q.E.Q.

C

L

3" M

IN

.

1'-4

"

2"

3" M

IN

2" X 2" SQUARE

VERTICAL FLAT RAIL

USE RAIL/POST COMBINATIONS SHOWN

2" X 6" SQUARE

UNLESS OTHERWISE NOTED.

RAIL POST

rail/post chart

2-3/8" O.D. ROUND

RAIL

ROUND PIPE RAIL

POST

X-X

2'-0"

2'-0

"

1" C

LR

.

1" CLR.

2-3/8" O.D. ROUND

GRIND WELDS SMOOTH.

1/2" = 1'-0"

TYPICAL RAIL FOOTING ADD FURTHER DESCRIPTION HERE

1

2

3

4

5

6

7

CONTINUOUS TOP RAIL, VARIES

REFER TO SKATE PARK MATERIALS

PLAN FOR TYPE & LOCATION,

WELD END PLATE, GRIND SMOOTH

1

REINFORCED TOP DECK WITH CONTINUOUS

DECK REINFORCING

2

POSTS TO BE SURROUNDED BY

REINFORCEMENT, SEE X-X

3

#3 x 4" REBAR, THROUGH OR WELDED TO

POST

4

STEEL POST, REFER TO RAIL / POST CHART5


SPECIFICATIONS

6


2'-0"

3/ 16"

9

1/2" = 1'-0"

SLOPED STEEL RAIL SECTION

L

C

L

C

L

C

9

"

3

"

M

I

N

.

V

A

R

I

E

S

RE

FE

R T

O

VE

RT

IC

AL

RE

FE

RE

NC

E

PL

AN

&

SE

CT

IO

NS

VA

RIE

S

REFER TO

SECTIONS FOR

EXACT

PLACEMENT

EQUALLY SPACED EQUALLY SPACED

REFER TO

SECTIONS FOR

EXACT

PLACEMENT

1

2

3

4

9SP-5.4

5

6

RAIL - REFER TO MATERIALS PLAN


1

POST - REFER TO SKATE RAIL AND

FOOTING DETAIL FOR TYPE.

2


#4 BARS AT 8" O.C.4

4" AGGREGATE BASE- REFER

TO SPECIFICATIONS

5


10

L

C

L

C

12

3

4

5

6

20

"

3" M

IN

RE

FE

R T

O

VE

RT

IC

AL

RE

FE

RE

NC

E

PL

AN

&

SE

CT

IO

NS

VA

RIE

S

EQUALLY SPACED

REFER TO SECTIONS

FOR EXACT PLACEMENT

3/4" = 1'-0"

FLAT STEEL RAIL SECTION

7

8

RAIL - REFER TO MATERIALS PLAN


1

WELD END PLATE AT ENDS, GRIND

SMOOTH.

2

POST - REFER TO SKATE RAIL AND

FOOTING DETAIL FOR TYPE

3


REFER TO TYP. RAIL FOOTING DETAIL

FOR REINFORCEMENT

5

#4 BARS AT 8" E.W. @ RAIL6

4" AGGREGATE BASE- REFER TO

SPECIFICATIONS

7


9SP-5.4

8

6" C CHANNEL EDGING FOR STAIRS

1

2

3

1 7/8"

6"

TYP.

2"

4

3

PLANSECTION

4

5

5

6

6

71 7/8"9

10

8

CONCRETE LEDGE1RADIUS 1/2"2

3" X 1/2" MIN. HOOK

ANCHOR OR NELSON STUD @ 16" O.C.

3

C6 X 8.2 STEEL CHANNEL4

1/8" ROUTED RADIUS5

1/ 8" TOOLED JOINT,

CONTINUOUS ALONG PLATE

6

GRIND SMOOTH7

STITCH WELD ONE INCH EVERY 4"8

3" X 1/ 2" MIN. HOOK ANCHOR OR

NELSON STUD @ 1'- 4" O.C.

9

#4 CONT.10

7



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK-


SP-5.4

PT= POINT OF TANGENCY

VA

RIE

S R

EF

ER

T

O S

EC

TIO

NS


1"

VARIES

REFER TO

SECTIONS

VARIES

REFER TO

SECTIONS6

"

ISOMETRIC VIEW

SECTION

1

POINT OF INTERSECTION,

DRAW A PERMANENT PLUMB

LINE ON BOTH SIDES OF THE

TEMPLATE TO INDICATE THE

POINT OF INTERSECTION

2

3 4POINT OF TANGENCY, DRAW A

PERMANENT PLUMB LINE ON BOTH

SIDES OF THE TEMPLATE TO INDICATE

THE POINT OF TANGENCY

5

6

7

8

6"

7

6

2

3

5

1

3/8" = 1'-0"

BANK STOP FORM

REINFORCED BANK (BEYOND)1

2" x 3/4" x 12" WOOD FORM STAKE [TYP.]2

KEY JOINT AT FLATBOTTOM, END OF

TEMPLATE SHALL LINE UP WITH THE KEY

JOINT

3

REINFORCED FLAT BOTTOM4

3/4" x 6" PLYWOOD5

"V" NOTCH FOR REBAR6

KEY JOINT AT BOND BEAM, END OF

TEMPLATE SHALL LINE UP WITH THE KEY

JOINT

7


1


PT= POINT OF TANGENCY

VA

RIE

S R

EF

ER

T

O S

EC

TIO

NS

VARIES

REFER TO

SECTIONS

1

2

3

4

5

6

7POINT OF INTERSECTION, DRAW A


SIDES OF THE TEMPLATE TO

INDICATE THE POINT OF

NTERSECTION

8

9

6"

7

2

4

6

8

10

ISOMETRIC VIEWSECTION

N.T.S

TRANSITION STOP FORM

REINFORCED TRANSITION

(BEYOND)

1

2" x 3/4" x 12" WOOD FORM STAKE [TYP.]2

POINT OF TANGENCY, DRAW A


SIDES OF THE TEMPLATE TO INDICATE

THE POINT OF TANGENCY

3

KEY JOINT AT FLATBOTTOM, END OF

TEMPLATE SHALL LINE UP WITH

THE KEY JOINT

4

REINFORCED FLAT BOTTOM5

3/4" x 6" PLYWOOD6

"V" NOTCH FOR REBAR7

KEY JOINT AT BOND BEAM, END OF

TEMPLATE SHALL LINE UP WITH

THE KEY JOINT

8



FOR TYPE & LOCATION. FOR

CONNECTION SEE "STEEL PIPE COPING"

DETAIL

10

3

1/2" = 1'-0"

SKATE PARK SIGN DETAIL

1'-2

"

1'-5

"3

'-6

"3

'-6

"

2'-5

"1

'-1

"7

"

8'-5

"

2'-9"

1'-0"

TYP.

1

2

3

4

5

ELEVATION

3"

1"

4

5

1

FINISH: GALVANIZED1

1" X 1/ 4" STEEL, WELD TO STEEL TUBE.2

42" x 33" METAL SIGN IN .080 GAUGE ANCHORED

ON STEEL PLATE WITH TAMPER-PROOF BOLTS.

3

1" X 1/4" STEEL, WELD TO STEEL

TUBE.

4

3" DIA. TUBULAR STEEL POST.5R

1

'

-

8

"

4

10"

8"

6" M

IN

.

MIN

. 2

-3

/4

"

MA

X. 3

-1

/2

"

NOTE:

10" ROUND STRAINER WITH

SQUARE OPENINGS

DRAIN INLET ENLARGEMENT

1 1/2" = 1'-0"

DRAIN INLET DETAIL

ZURN Z415B-100 FLOOR DRAIN

WITH CAST IRON BODY, BOTTOM

OUTLET & CUSTOM 8" ADJUSTABLE

"TYPE B" STAINLESS STEEL

STRAINER, OR APPROVED EQUAL.

SLOPE TO DRAINSLOPE TO DRAIN

1

2

0.5% MIN. SLOPE

3

4

5

6

7

6" M

IN

.

VA

RIE

S

2'-0

" M

IN

.

1

6

SLOPE TO DRAIN SLOPE TO DRAIN

8

9

10

11

12

13

13

14

10"

REFER TO DRAIN INLET

ENLARGEMENT


SPECIFICATIONS

1


(IE) INVERT ELEVATION, AS SHOWN ON

PLANS

3

LONG RADIUS ELBOW OR TEE AS

REQUIRED, ONLY USE SHORT RADIUS

ELBOWS FOR TIGHT CLEARANCES

4

6" SDR-35 DRAINLINE.5

REINFORCED FLATBOTTOM6

(RE) RIM ELEVATION, AS SHOWN ON

PLANS

7

WARRENS TERRABOND FILTER FABRIC

PLACED ADJACENT AND AROUND

PERFORATED PIPE

8

6" PERFORATED PVC, SDR-35 DRAIN

LINE.

9

SLP X#THRD ADAPTER (PER

MANUFACTURER)

10

CAST IRON BODY W/ BOTTOM OUTLET

& ADJUSTABLE "TYPE B" POLISHED

NICKEL BRONZE STRAINER

11

CONCRETE FLAT-BOTTOM SLAB.12

POLISHED NICKEL BRONZE TOP, (TYP).13

SCREWS14

6

2" X 2"2"

3"

3" X 3"

3-1/2"

HSS 3.000 x 3.000 x 0.1875

HSS 2.000 x 2.000 x 0.1875HSS 2.375 x 0.1875

HSS 3.500 x 0.1875

HSS 4.000 x 0.1875

3-1/2" X 3-1/2" HSS 3.500 x 3.400 x 0.1875

2" X 3" HSS 2.000 x 3.000 x 0.1875

2" X 8" HSS 2.000 x 8.000 x 0.1875

2-1/2" X 4" HSS 2.500 x 4.000 x 0.1875

2-1/2" HSS 2.875 x 0.1875 HSS 2.000 x 6.000 x 0.18752" X 6"

HSS 3.000 x 5.000 x 0.18753" X 5"

6.35cm x 10.16cm x 4.76mm

5.08cm x 20.32cm x 4.76mm

5.08cm x 15.24cm x 4.76mm

5.08cm x 7.62cm x 4.76mm

7.62cm x 12.70cm x 4.76mm

6.03cm x 4.76mm

8.89cm x 8.89cm x 4.76mm

7.62cm x 7.62cm x 4.76mm

5.08cm x 5.08cm x 4.76mm

10.16cm x 4.76mm

8.89cm x 4.76mm

7.30cm x 4.76mm

3-1/2" X 3-1/2"

3" X 3"

3-1/2"

2" X 2"

2-1/2"

2"

3"

3" X 5"

2" X 6"

2-1/2" X 4"

2" X 8"

2" X 3"

HSS 4.500 x 0.18754"

4" 11.43cm x 4.76mm

4" X 4" 10.16cm x 10.16cm x 4.76mm

HSS 4.000 x 4.000 x 0.18754" X 4"

STEEL SHAPES CHART

N.T.S.

STEEL SHAPES CHART

NOTE:

ALL HOLLOW STRUCTURAL SECTIONS (HSS) TO BE ASTM A-500 GRADE

2

1" = 1"

SKATE PARK SIGN TEXT

1. THE SKATE PARK IS A SKATE-AT-YOUR-OWN RISK

FACILITY. THIS IS A NON-SUPERVISED FACILITY

DESIGNED FOR SKATEBOARDING (34" MAXIMUM

LENGTH) AND IN-LINE SKATING (NO SPEED SKATES)

ONLY.

2. SKATEBOARDING AND IN-LINE SKATING ARE HIGH

RISK ACTIVITIES. PROTECTIVE EQUIPMENT SHOULD

BE USED AT ALL TIMES. USE OF THIS PARK MAY

EXPOSE THE USER TO SERIOUS INJURY INCLUDING

BROKEN BONES, PARALYSIS OR DEATH.

3. INSPECT THE SKATING SURFACES BEFORE YOU

BEGIN, AND REMOVE ANY TRASH, DEBRIS OR

OBJECTS THAT MAY PREVENT A SMOOTH , SAFE

RIDE. DO NOT SKATE IF THERE IS DAMAGE TO THE

SKATING SURFACE. REPORT ANY FACILITY DAMAGE

IMMEDIATELY TO THE

4. KNOW YOUR ABILITY AND SKATE ACCORDINGLY.

5. NO SKATING WHEN WET, RAINING OR DURING

ROUTINE MAINTENANCE PERIODS.

6. BICYCLES, MOTORIZED VEHICLES, GO-PEDS,

ROLLERSKATES, OR OTHER WHEELED DEVICES ARE

NOT PERMITTED IN THE SKATE PARK.

7. THIS IS A NON-ACCESSIBLE FACILITY.

ADDITIONAL RAMPS, JUMPS OR OBSTACLES ARE NOT

ALLOWED IN THE SKATE PARK. NO MODIFICATIONS

TO THE SKATING SURFACE OR FEATURES ARE

ALLOWED. NO SKATING ON PARK STRUCTURES NOT

SPECIFICALLY DESIGNED FOR THAT PURPOSE.

8. SKATE PARK HOURS OF OPERATION:

DAWN TO DUSK.

9. SKATING ALLOWED ONLY DURING POSTED PARK

HOURS.

10. FOOD, BEVERAGES, & SMOKING PROHIBITED INSIDE

THE SKATE PARK.

11. ORGANIZED EVENTS REQUIRE THE PRIOR APPROVAL

OF THE

12. NO SKATING ON CURBS, DRIVEWAYS, OR PARKING

LOTS.

13. THIS IS A DRUG-FREE/ ALCOHOL FREE RECREATION

AREA.

14. ABUSIVE, PROFANE OR FOUL LANGUAGE, OR

AGGRESSIVE BEHAVIOR WILL NOT BE TOLERATED.

15. NO PETS ALLOWED IN THE SKATE PARK.

16. FAILURE TO ADHERE TO SKATE PARK AND PARK

REGULATIONS CAN RESULT IN LOSS OF FACILITY

PRIVILEGES AND/ OR CITATION.

5



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK-


SP-5.5



Boston, MA 02108

AUGUST 2019

ASD MM


GALLOWS HILL

PARK


CITY OF SALEM, MA

AS NOTED


1801 E 51st St, Suite 365-500

Austin, TX 92010



SKATE PARK-


SP-5.6

1" = 1'-0"

GUARDRAIL &POST

3'-6

"

VARIES, 4'-0" MAX O.C.

2" STEEL TUBE

NOTES:

1. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR FINAL APPROVAL BEFORE

FABRICATION.

2. ALL METAL SHALL TO BE HOT-DIPPED GALVANIZED.

3. ALL WELDS TO BE PERFORMED IN THE SHOP. NO ON-SITE WELDING OR COLD

GALVANIZING IS ALLOWED.

1

2

3

4" [1

0.1

6cm

] S

Q.

1'-4

"1

'-4

"6

"

4"

TOP DECK F.S.

1/2" [12.70mm] X 2-1/4" [5.72cm]

CONC.

ANCHOR TYP.

1

4" [10.16cm] X 4" [10.16cm] X 1/4"

[6.35mm] STEEL PLATE

2

2" X 2" STEEL TUBE3

EQUALLY SPACED

1

3

3" = 1'-0"

METAL PANEL - WEDGE ANCHOR DETAIL

SECTION

5

7

1

CONCRETE LEDGE11/8" COLORED METAL PANEL; GRAPHIC

FILE WILL BE PROVIDED BY LANDSCAPE

ARCHITECT

2

TAMPER-PROOF SECURITY NUT

(ZAMACK TRIDENT NUT, OR SIMILAR;

CONTRACTOR TO SELECT PRODUCT

DIMENSION TO WITHSTAND LOAD OF

METAL PANELS)

3

HAMMER-DRILLED HOLE; MINIMUM

EMBEDMENT OF WEDGE ANCHOR MUST

MATCH PRODUCT INSTRUCTIONS

(HOLE MUST BE CLEANED WITH WIRE

BRUSH TO REMOVE ALL CONCRETE

DUST)

5

4

WEDGE ANCHOR; CONTRACTOR MUST

SELECT APPROPRIATE ANCHOR TO

WITHSTAND LOAD OF METAL PANEL

4

NOTE: ENSURE

HAMMER-DRILLED HOLES DO

NOT INTERSECT WITH ANY

REBAR WITHIN CONCRETE.

6

MIN. 1/8" GAP BETWEEN METAL

PANEL AND CONCRETE FACE TO

ALLOW FOR EXPANSION.

6

8" x 8" x 1/2" WEATHER RESISTANT

FIBRE EXPANSION JOINT WITH

DRILLED HOLE FOR WEDGE

ANCHOR TO PASS THROUGH

7

2

2

gallows hill park renovation - skate park

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