Ross_Point_Final_Phase_1_Drawings_033121.pdf

U.S. DEPARTMENT OF THE INTERIOR

BUREAU OF LAND MANAGEMENT

ROSS POINT RECREATION SITE IMPROVEMENTS

PHASE 1

INDEX OF DRAWINGS

PROJECT LOCATION SITE ACCESS

DESIGNERS

CALL 2 BUSINESS DAYS IN ADVANCE BEFORE

YOU DIG, GRADE, OR EXCAVATE FOR THE

MARKING OF UNDERGROUND MEMBER

UTILITIES

PROJECT VICINITY:

POST FALLS

PROJECT VICINITY

GENERAL

G001 COVER SHEET

CIVIL

C001 CIVIL NOTES AND LEGEND

C101 EXISTING SITE

C102 PHASING PLAN

C103 DEMOLITION PLAN

C104 SITE IMPROVEMENT PLAN

C201 PLAN & PROFILE

C202 PLAN & PROFILE

C203 PLAN & PROFILE

C301 PAVILION SECTION

C501 DETAILS

C502 DETAILS

STRUCTURAL

S001 GENERAL STRUCTURAL NOTES

S101 PAVILLION STRUCTURE

S501 STRUCTURAL DETAILS

ELECTRICAL

E101 ELECTRICAL SITE LAYOUT AND LEGEND

E102 PAVILLION POWER AND LIGHTING PLAN

E501 ELECTRICAL DETAILS

COEUR D'ALENE

HWY 90

PROJECT LOCATION

MAPLEWOOD AVE

SPOKANE RIVER

PROJECT

LOCATION

Bryce Marsh

2021.03.31 09:53:08

-06'00'

GENERAL NOTES

1. ALL CONTRACTORS, AND SUBCONTRACTORS SHALL ATTEND A PRE-CONSTRUCTION

CONFERENCE WITH THE CONTRACTING OFFICER (CO) PRIOR TO START OF WORK.

2. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR

COMPLIANCE WITH ALL APPLICABLE SAFETY LAWS AND REGULATIONS. THE CONTRACTOR SHALL

BE RESPONSIBLE FOR ALL BARRICADES, SAFETY DEVICES, AND CONTROL OF TRAFFIC WITHIN

AND AROUND THE CONSTRUCTION AREA.

3. WHEN DISCREPANCIES OCCUR BETWEEN THE PLANS, SPECIFICATIONS, AND/OR FIELD

CONDITIONS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE CO.

4. THE LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. THE CONTRACTOR SHALL

DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK.

CALL DIG-LINE AT 811 A MINIMUM OF 48 HOURS PRIOR TO EXCAVATING TO REQUEST LOCATIONS

OF UNDERGROUND UTILITIES. UTILITY LOCATION AND VERIFICATION SHALL BE AN ONGOING

PROCESS. WHERE CONFLICTING UTILITIES MAY BE PRESENT, THE CONTRACTOR SHALL VERIFY

LOCATION AHEAD OF TRENCHING OPERATIONS, AND IMMEDIATELY NOTIFY THE CO OF ANY

POTENTIAL CONFLICTS.

5. CONTRACTORS SHALL NOTIFY THE CO WHEN MATERIALS ARE ON SITE OR INSPECTION OF THE

WORK IS REQUIRED. NO WORK MAY BEGIN ON ANY PROJECT WITHOUT TWENTY-FOUR (24) HOUR

PRIOR NOTICE.

6. ALL MATERIAL FURNISHED ON OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS

OF THE GOVERNMENT. AT THE REQUEST OF THE CO, CONTRACTORS SHALL FURNISH PROOF

THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE SPECIFICATION REQUIREMENTS

SET FORTH.

7. WORK SUBJECT TO APPROVAL BY THE GOVERNMENT MUST BE APPROVED PRIOR TO (A)

BACKFILLING; (B) PLACING OF AGGREGATE BASE; AND (C) PLACING OF CONCRETE.

8. RETAIN AND PROTECT ALL FEATURES NOT DESIGNATED TO BE MODIFIED OR CONSTRUCTED.

9. ALL EXISTING FEATURES WHICH ARE BEING JOINED OR MATCHED IN CONNECTION WITH THIS

PROJECT, SHALL BE JOINED OR MATCHED IN A MANNER SATISFACTORY TO THE GOVERNMENT

INCLUDING NECESSARY SAW CUTTING, REMOVAL, REPLACEMENT, AND CAPPING.

10. SITE SHALL BE CLEANED AND RESTORED TO ORIGINAL OR BETTER CONDITION UPON

COMPLETION OF WORK.

11. THE CONTRACTOR SHALL REPAVE OR RE-GRAVEL TO EXISTING GRADE ANY EXISTING PAVED OR

GRAVELED STREETS DISTURBED DURING CONSTRUCTION.

12. CONTRACTOR SHALL ENSURE THAT ALL SIDEWALKS, RAMPS, ACCESSIBLE PARKING SPACES, AND OTHER PEDESTRIAN ACCESS ITEMS COMPLY WITH THE AMERICANS WITH DISABILITIES ACT

ACCESSIBLE GUIDELINES (ADAAG) REQUIREMENTS.

13. TEMPORARY SHORING, BRACING, FORMING, SCAFFOLDING, ETC. ARE THE SOLE RESPONSIBILITY

OF THE CONTRACTOR OR SUBCONTRACTORS AND HAVE NOT BEEN CONSIDERED BY THE

DESIGNER.

14. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND CONSENT OF

THE GOVERNMENT AND DESIGNER.

15. PROVIDE 14 DAYS NOTICE PRIOR TO START OF CONSTRUCTION FOR GOVERNMENT STAFF

PLANNING PURPOSES.

EROSION AND SEDIMENT CONTROL NOTES

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL LOCAL, STATE, AND FEDERAL

PERMITS REQUIRED FOR STORM WATER MANAGEMENT AS A RESULT OF CONSTRUCTION

ACTIVITIES. THE CONTRACTOR SHALL PREPARE A STORM WATER POLLUTION PREVENTION PLAN

(SWPPP) FOR REVIEW BY THE CONTRACTING OFFICER. THE CONTRACTOR SHALL OBTAIN A COPY

OF THE U.S. ENVIRONMENTAL PROTECTION AGENCY'S (EPA) NATIONAL POLLUTANT DISCHARGE

ELIMINATION SYSTEM (NPDES) CONSTRUCTION GENERAL PERMIT (CGP) FOR STORM WATER

DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY AND SUBMIT AND FILE A NOTICE OF

INTENT (NOI) AND NOTICE OF TERMINATION (NOT) AS REQUIRED BY THE EPA OR WITH THE LOCAL

IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY. THE CGP DOES NOT RELIEVE THE

CONTRACTOR FROM COMPLIANCE WITH OTHER REGULATIONS OR CONTRACT REQUIREMENTS

REGARDING STORM WATER POLLUTION PREVENTION INCLUDING BUT NOT LIMITED TO

PROTECTION OF SURFACE WATERS, PREVENTION OF TRACKED SOILS TO ADJACENT STREETS,

FUEL CONTAINMENT, SPILL CONTROL, ETC.

2. THE CONTRACTOR SHALL TAKE ALL NECESSARY ACTION TO MINIMIZE DEPOSITING AND TRACKING

OF MUD, DIRT, SAND, GRAVEL, ROCK, OR DEBRIS ON TO THE PUBLIC RIGHT-OF-WAY. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR ANY CLEAN UP OF THE PUBLIC RIGHTS-OF-WAY OR

ADJACENT PRIVATE PROPERTY FROM ANY TRACKING OR DEPOSITING OF MUD, DIRT, SAND,

GRAVEL, ROCK, OR DEBRIS.

3. NO DEBRIS, DIRT, AGGREGATE, OR EXCAVATED MATERIALS OR CONSTRUCTION SUPPLIES, SHALL

BE PLACED ON THE PUBLIC RIGHT-OF-WAY UNLESS PERMITTED BY THE GOVERNMENT AGENCY,

OR OTHER CONTROLLING ENTITY. IN ADDITION, PUBLIC APPROACHES SHALL NOT BE REMOVED, BLOCKED, OR OTHERWISE RENDERED UNUSABLE BY CONSTRUCTION ACTIVITY, EQUIPMENT OR

MATERIALS, OR PORTABLE TOILETS, UNLESS A SAFE, USABLE ALTERNATE WALKWAY, WHICH

MEETS THE DESIGN STANDARDS, IS PLACED ON THE SAME SIDE OF THE RIGHT-OF-WAY BY THE

CONTRACTOR.

SURVEY NOTES:

1. EXISTING FEATURES: EXISTING ROADWAYS, UTILITIES, STRUCTURES, AND OTHER FEATURES ARE

SHOWN APPROXIMATELY AND THE LOCATION, DEPTH AND ACCURACY OF SURFICIAL

INFORMATION SHALL BE FIELD VERIFIED. ADDITIONAL UNDERGROUND FEATURES MAY EXIST.

2. COORDINATES AND ELEVATIONS FOR THE PROJECT SITE ARE BASED ON A SITE SPECIFIC

CONSTRUCTION SURVEY.

3. THE CONTRACTOR SHALL FIELD VERIFY AND PROTECT ALL BENCHMARKS AND OTHER

DIMENSIONS AND ELEVATIONS PRIOR TO COMMENCEMENT OF WORK. NOTIFY THE CO OF ANY

CONFLICTS.

CIVIL NOTES:

1. ALL EQUIPMENT SHALL BE CLEANED AND INSPECTED PRIOR TO USE ON THE PROJECT SO AS TO

PREVENT THE TRANSPORT AND SPREAD OF NOXIOUS WEEDS AS WELL AS TO PREVENT SPILLS

OR LEAKS OF EQUIPMENT FLUID.

2. SERVICE AND REFUEL EQUIPMENT IN DESIGNATED AREAS ONLY.

3. DISTURBANCES IN STAGING AREAS SHALL BE KEPT TO A MINIMUM, AND SHALL BE RESTORED TO

EXISTING CONDITIONS AFTER CONSTRUCTION ACTIVITIES.

4. STRIP AND STOCKPILE TOPSOIL/GRAVEL FOR REUSE AFTER COMPLETION OF CONSTRUCTION

ACTIVITIES.

5. PROVIDE BEST MANAGEMENT PRACTICES FOR STORMWATER CONTROLS PRIOR TO AND DURING

CONSTRUCTION. THIS PLAN SHALL BE IN ACCORDANCE WITH CITY OF POST FALLS (COPF),

INCLUDING ALL REQUIRED PERMITS AND APPROVALS, PRIOR TO CONSTRUCTION.

6. AT COMPLETION OF PROJECT STOCKPILE AREAS SHALL BE REMOVED AND RESTORED TO

EXISTING CONDITION UNLESS SPECIFIED OTHERWISE BY GOVERNMENT.

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FINAL SITE STABILIZATION AND EROSION

CONTROL MEASURES, BETWEEN CONSTRUCTION PHASES, TO PREVENT SEDIMENT FROM

MOVING OFFSITE AND PROTECT IMPROVEMENTS FROM UNDERCUTTING, MOVEMENT OR

SETTLEMENT.

8. ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE REHABILITATED TO THE ORIGINAL

CONTOURS AND RESTORED TO THE ORIGINAL CONDITION TO THE GREATEST EXTENT POSSIBLE.

9. ALL CONSTRUCTION SHALL MEET THE COPF AND THE IDAHO STANDARD FOR PUBLIC WORKS

CONSTRUCTION (INSPWC) CURRENT EDITION.

10. WATER MAIN INSTALLATION SHALL COMPLY WITH THE COPF.

11. ASPHALT SURFACE REPAIRS SHALL CONFORM WITH THE COPF PAVEMENT CUT POLICY.

EROSION AND SEDIMENT CONTROL NOTES (CONTINUED)

4. STAGING, PARKING AND SOIL STOCKPILE AREAS SHALL BE SHOWN ON THE SWPPP LISTED IN

EROSION AND SEDIMENT CONTROL NOTE 1. NO SOILS OR AGGREGATE STOCKPILES ARE

PERMITTED ON UNDISTURBED PORTIONS OF THE PROPERTY WITHOUT PRIOR APPROVAL OF THE

GOVERNMENT AND UNLESS EROSION CONTROL MEASURES ARE IN PLACE TO PREVENT

DEPOSITION OF THE OFF-SITE SEDIMENT.

5. CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING NON-PAVED AREA CAUSED BY

VEHICLES AND EQUIPMENT. ALL DAMAGE TO EXISTING VEGETATION SHALL BE RESTORED TO THE

CONDITION THAT EXISTED PRIOR TO CONSTRUCTION OR BETTER.

6. CONTRACTOR SHALL COMPLY WITH ALL PERTINENT GOVERNMENT, FEDERAL, STATE AND LOCAL

AGENCIES WHICH HAVE JURISDICTION OVER DUST FOR THE CONTROL PROCEDURES AND

ADDITIVES USED IN DUST ABATEMENT. THE CONTRACTOR SHALL PREPARE AND MAINTAIN A DUST

CONTROL PLAN.

7. ALL NAVIGABLE WATERS OF THE U.S. SHALL BE PROTECTED FROM CONSTRUCTION ACTIVITIES.

8. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS NECESSARY TO WORK

IN AND ADJACENT TO THE SPOKANE RIVER.

CONCRETE NOTES:

1. CONCRETE STRENGTH TO BE A MINIMUM F'C=4,000 PSI IN 28 DAYS.

2. SLUMP 4” MAXIMUM, AGGREGATE 3/4” MAXIMUM, AIR CONTENT 6 + 1.5.

3. CONCRETE SHALL BE TO THE STRENGTH AND SLUMP SPECIFIED AND CONSIST OF: ASTM C-150

TYPE I OR II CEMENT, U.N.O. OR AS SPECIFIED BY THE GEOTECHNICAL ENGINEER. AGGREGATE

SHALL CONFORM TO ASTM C-33.

4. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL NOT BE USED.

5. SLAB-ON-GRADE SHALL BE POURED LEVEL TO WITHIN 1/8” IN 10' U.N.O.

6. CONCRETE CONTRACTOR SHALL DAMPEN SAND UNDERLAYMENT PRIOR TO CONCRETE

PLACEMENT TO ASSIST UNIFORM CONCRETE CURING.

7. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE

MATERIAL. OVER EXCAVATED FOOTINGS SHALL BE FILLED WITH CONCRETE.

8. REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.

9. SPECIFICATIONS FOR MIXING, PLACING, AND FINISHING SHALL BE AS PER ACI-302.

10. CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENT

SUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT AND PROCEDURES

FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE RECOMMENDED PRACTICES OF

ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT CONDITIONS.

11. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS TO

CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND CHUTES OF VARIABLE

LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT

EXCEED 6 FEET.

12. WATER TO CEMENT RATIO SHALL NOT EXCEED 0.45.

13. PROVIDE CONTROL JOINTS A MIN OF EVERY 225 SF OF SLAB CUT THE SAME DAY AS THE SLAB IS

PLACED.

LEGEND

EXISTING ASPHALT

PROPOSED ASPHALT

EXISTING CONCRETE

PROPOSED CONCRETE

EXISTING GRAVEL

EXISTING RIPRAP

PROPOSED RIPRAP

EXISTING SAND

EXISTING MAJOR CONTOURS

EXISTING MINOR CONTOURS

PROPOSED MAJOR CONTOURS

PROPOSED MINOR CONTOURS

EXISTING FENCE

PROPOSED FENCE

EXISTING WATER MAIN

PROPOSED WATER MAIN

EXISTING POWER LINE

EXISTING GAS

EXISTING COMMUNICATION

W

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EXISTING EDGE OF GRAVEL PATH

EXISTING EDGE OF ASPHALT

PROPOSED EDGE OF ASPHALT

EDGE OF WATER

ORDINARY LOW WATER

ORDINARY HIGH WATER

100 YEAR FLOOD ELEVATION

EXISTING POWER POLE

EXISTING HYDRANT

EXISTING DECIDUOUS TREE

EXISTING EVERGREEN TREE

EXISTING BRUSH

EXISTING GRASS

SURVEY CONTROL POINT

EXISTING PROPERTY BOUNDARY

PROPOSED DRAINAGE SWALE FLOWLINE

X

WM

REINFORCING STEEL NOTES:

1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNLESS SPECIFICALLY NOTED

OTHERWISE. ASTM A-615 GRADE 40 MAY BE USED FOR #3 BARS AT CONTRACTOR'S OPTION UNLESS THE

GRADE IS SPECIFICALLY NOTED OTHERWISE.

2. CONCRETE CLEAR COVERAGE TO REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING MINIMUMS, U.N.O.

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3”

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

1.1. #5 BARS AND SMALLER 1-1/2”

1.2. #6 BARS AND LARGER 2”

3. SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED U.N.O. IN NO CASE SHALL SPLICES BE LESS

THAN 40 BAR DIAMETERS. SPLICES IN ADJACENT BARS SHALL NOT BE LESS THAN 5' APART. SPLICE

CONTINUOUS BARS IN SOIL-BEARING GRADE BEAMS AS FOLLOWS: TOP BARS AT CENTERLINE OF SUPPORT;

BOTTOM BARS AT MID-SPAN. SPLICE CONTINUOUS BARS IN SPANDREL BEAMS, WALL BEAMS, ETC. AS

FOLLOWS: TOP BARS AT MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT.

4. ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED.

5. FIELD BENDING OF REINFORCING BARS SHALL BE REVIEWED BY THE ENGINEER. BENDING MAY BE

UNIFORMLY PREHEATED TO 1400 TO 1600 DEGREES F, AND BENT PER CRSI RECOMMENDATIONS.

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GRADING NOTES:

1. ALL CONCRETE SHALL CONFORM TO ADA GUIDELINES AND THE COPF AND UNLESS OTHERWISE INDICATED.

2. THE FINAL LOCATION OF ALL CONCRETE IMPROVEMENTS INCLUDING ALIGNMENTS, GRADES AND FORMS

SHALL BE APPROVED BY THE CO, PRIOR TO PLACEMENT OF CONCRETE.

3. SIDEWALK CROSS SLOPES SHALL HAVE A MINIMUM CROSS SLOPE OF 1% AND NOT TO EXCEED 2%.

PEDESTRIAN LANDINGS AND MANEUVERING AREAS SHALL MAINTAIN A 60" MINIMUM CLEAR SPACE AND NOT

EXCEED 2% SLOPE IN ANY DIRECTION.

4. LONGITUDINAL SLOPES OF WALKWAY SHALL NOT EXCEED 5% UNLESS OTHERWISE INDICATED.

CLICK HERE FOR CITY OF POST FALL STANDARD DRAWINGS

https://www.postfallsidaho.org/standard-drawings/

Bryce Marsh 2021.03.31

09:57:50 -06'00'

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CONSTRUCTION SURVEY

POINT #

CP 1

CP 2

CP 3

CP 4

NORTHING

2202047.65

2201973.36

2201964.82

2201617.52

EASTING

2348121.50

2348271.74

2348231.56

2348361.07

ELEVATION

2149.66

2150.48

2150.50

2150.06

DESCRIPTION

PK NAIL

CORNER

SECTION

PK NAIL

6" NAIL

1. EXISTING FEATURES: EXISTING ROADWAYS, UTILITIES, STRUCTURES, AND OTHER

FEATURES ARE SHOWN USING A COMBINATION OF THE CONSTRUCTION SURVEY AND

FIELD OBSERVATIONS.

2. VERIFICATION: APPROXIMATE SIZE, CONDITION, AND LOCATION OF EXISTING FEATURES

SHALL BE VERIFIED PRIOR TO CONSTRUCTION.

3. BOUNDARY IS SHOWN USING METES-AND-BOUNDS-SURVEY FILED JULY 15, 2015.

4. CONSTRUCTION SURVEY WAS CONDUCTED FOR GENERAL TOPOGRAPHICAL PURPOSES

AND GENERAL SITE CONDITIONS ONLY. CONTROL POINTS SHOWN CANNOT BE RELIED

UPON FOR HORIZONTAL AND VERTICAL CONTROL, BEYOND THIS PROJECT.

5. 100 YEAR FLOOD, ORDINARY HIGH WATER AND LOW WATER ELEVATIONS ARE BASED

UPON IDWR FLOOD HAZARD MAP. VERTICAL ELEVATIONS MAY VARY BASED UPON DATUM

UTILIZED.

SURVEY:

CONCRETE

BARRIERS

(TYP.)

EDGE OF WATER

RESTROOM

M A

P L E

W O

O D

A V

E

100 YEAR FLOOD ELEVATION

ORDINARY HIGH WATER

ELEVATION 2128

ORDINARY LOW WATER

ELEVATION 2121

PICNIC TABLE

STUMP

SIGN

TRASHCAN

TRANSFORMER

UTILIY BOX

GUY WIRE

BLOCK WALL

WOOD RAIL FENCE

EXISTING BEACH

S P

O K

A N

E R

IV

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R

Bryce Marsh

09:54:16 -06'00'

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EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOA

EOAE

O A

E O

A E

O A

E O

A E

O A

E O

A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A E O

A

EOG

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A

EOG EOGEOGEOGEOGEOGEOGEOG EOG EOG EOG EOG EOG EOG EOG EOG

EOGEOGEOGEOGEOG

EOG EOG EOG EOG EOG EOG EOG

EOGEOGEOGEOGEOGEOG EOG EOG EOG EOG EOG EOG EOG

EOGEOGEOGEOGEOG

M A

P L E

W O

O D

A V

E

PHASING NOTES:

PHASE 1:

· CONCRETE WALKWAYS AS INDICATED

· PIER, GANGWAY AND FLOATING DOCK.

· BANK STABILIZATION.

· PAVILION STRUCTURE, INTERIOR CONCRETE PAD AND ALL SITE ELECTRICAL

S P

O K

A N

E R

IV

E

R

NEW

VAULT

TOILET

PHASE 2

PHASE 2

PHASE 2

PHASE 2

PHASE 2

NEW PAVILION

BANK

STABILIZATION

FLOATING

DOCK

PEDESTRIAN PATH

NON-ADA PATH

TO BEACH

GANGWAY

PIER

PAVILLION

POWER

PHASE 2:

· PARKING LOT, REMAINING SIDEWALK, FENCING, PEDESTRIAN SIGNS, AND CROSSING TO FULL BUILDOUT.

· PICNIC SITES INCLUDING CONCRETE PAD, TABLES, GRILLS, & TRASH CANS.

· KIOSKS AND REMAINING SIGNAGE.

· IRRIGATION SERVICE AND DISTRIBUTION (NOT HIGHLIGHTED).

· FINAL LANDSCAPE (NOT HIGHLIGHTED).

· STORM WATER IMPROVEMENTS.

BANK

STABILIZATION

Bryce Marsh

09:58:16 -06'00'

A

E O

A

E O

A

E O

A

E O

A

E O

A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

EG

EGEGEGEGEG

EG

EG

EG

EG

EG

EG

EG

EG

EG

EGEG

EGEGEGEG

EG

EG

EG

EG

EG

E G

E G

E G

EG

EG EG EG

EG

EG EG

EG

EG

EG

EG

EG

EG

EG

EG

E G

E G

E G

E G

E G

EG

EG

EG

EG

EG

EG

EGEG

EG

EGEG

EGEGEG

E G

E G

EG

EG EG

EG

EG

EG EG

EG EG

EG

EG

EG

EG

EG

EG EG

EG

EG

EG

EG

EG

EG

EG

EG

E G

E G

E G

E G

E G

E G

EG

EG EG EG

EG

EG

EG

EG

E G

E G

E G

E G

EG

EG

EG

EGEG

EG

EGEG

EGEGEG

EG

EG

E G

E G

E G

EG EG

EG

EG

EG EG EG

E G

UGPUGPUGPCOM

G A

S

GAS

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A

CONCRETE BARRIERS

(TYP.)

EDGE OF WATER

RETAIN AND PROTECT

RESTROOM

M A

P L E

W O

O D

A V

E

MOVE TABLE OUTSIDE 100 YEAR

FLOOD ELEVATION; RETAIN AND

PROTECT PICNIC TABLE

STUMP

RETAIN AND PROTECT SIGN

VERTICAL CURB

RETAIN AND PROTECT TRASH CAN

RETAIN AND PROTECT

TRANSFORMER

UTILIY BOX

GUY WIRE

RETAIN AND PROTECT BLOCK WALL

DEMOLITION NOTES:

1. RETAIN AND PROTECT ALL VEGETATION UNLESS OTHERWISE NOTED.

2. RETAIN AND PROTECT ALL EXISTING UTILITIES.

3. RETAIN AND PROTECT ALL EXISTING SURVEY BENCHMARKS.

REMOVE EXISTING

RIPRAP AND DISPOSE

REMOVE NECESSARY CONCRETE

BARRIERS FOR PHASE 1 WORK AND

SALVAGE. REPLACE AT THE END OF

PHASE 1 CONSTRUCTION

RETAIN AND PROTECT

WOOD RAIL FENCE

S P

O K

A N

E R

IV

E

R

CLEAR AND GRUB

RETAIN AND PROTECT

EXISTING PATHWAYS

CLEAR AND GRUB

CLEAR AND GRUB

RETAIN AND PROTECT

EXISTING PATHWAYS

Bryce Marsh

09:58:42 -06'00'

A

E O

A

E O

A

E O

A

E O

A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

UGPUGPUGPCOM

G A

S

GAS

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A E

O A

E O

A

L1

L2

C1

C2

L

L4

L5

L6

C3

C

C

L10

L8

L9

C

L7

C6

C7

C8

N:2201523.01

E:2348357.41

N:2201559.27

E:2348359.03

N:2201558.48

E:2348307.04

N:2201568.31

E:2348241.37 N:2201524.30

E:2348238.91

N:2201485.83

E:2348273.69

N:2201485.83

E:2348211.69

N:2201504.01

E:2348187.94 N:2201474.71

E:2348172.90

N:2201486.43

E:2348139.11

N:2201513.83

E:2348145.86

N:2201529.25

E:2348167.67

POINT TABLE

POINT #

ELEVATION

2134.31

2134.31

2134.31

2134.31

2134.31

2147.57

2147.54

2147.20

2148.00

2147.00

2150.00

2148.03

2148.41

2148.38

2148.09

2143.21

2142.45

2133.12

2142.45

2133.40

2148.18

2148.24

2148.25

2148.25

2148.25

2148.25

NORTHING

2201576.15

2201569.33

2201569.33

2201574.33

2201572.00

2201670.50

2201656.53

2201622.09

2201636.06

2201615.85

2201851.52

2201780.48

2201819.43

2201819.43

2201783.65

2201697.43

2201677.53

2201572.93

2201678.23

2201569.33

2201790.01

2201790.01

2201778.51

2201778.51

2201785.01

2201785.01

EASTING

2348269.48

2348266.69

2348271.69

2348271.69

2348266.69

2348285.73

2348331.65

2348321.17

2348275.25

2348324.50

2348204.50

2348216.11

2348212.51

2348244.81

2348208.61

2348158.80

2348147.23

2348135.98

2348163.08

2348269.19

2348223.62

2348264.35

2348242.73

2348228.07

2348228.07

2348242.73

DESCRIPTION

CONC CORNER

CONC CORNER

CONC CORNER

CONC CORNER

CONC CORNER

FLOWLINE

FLOWLINE

FLOWLINE

FLOWLINE

FLOWLINE

DR1

DR1

DR2

DR2

PT1

PT1

PT2

PT2

PT3

PT3

WALKWAY

WALKWAY

VAULT

VAULT

VAULT

VAULT

xx

LINE TABLE: ALIGNMENTS

LINE #

L1

L2

L3

L4

L5

L6

L7

L8

L9

L10

LENGTH

8.21'

22.01'

32.30'

42.27'

32.52'

0.13'

16.12'

82.57'

12.00'

4.00'

DIRECTION

S01° 42' 47"W

S00° 12' 30"W

N90° 00' 00"E

S52° 57' 30"W

S36° 47' 39"E

S30° 09' 25"W

S30° 09' 25"W

S46° 23' 58"E

S55° 59' 26"E

S00° 00' 00"E

ALIGNMENT NAME

DR1

DR1

DR2

PT1

PT1

PT1

PT2

PT3

PT3

PT3

Lx CURVE TABLE: ALIGNMENT

CURVE #

C1

C2

C3

C4

C5

C6

C7

C8

C9

RADIUS

32.00'

40.00'

10.00'

10.50'

14.50'

109.37'

85.11'

42.79'

315.83'

LENGTH

19.66'

23.52'

15.66'

28.76'

22.77'

42.85'

35.45'

17.41'

55.05'

DELTA ANGLE

035° 12' 01"

033° 41' 46"

089° 45' 10"

156° 55' 51"

089° 58' 46"

022° 26' 50"

023° 51' 44"

023° 19' 08"

009° 59' 13"

ALIGNMENT NAME

DR1

DR1

PT1

PT1

PT1

PT2

PT2

PT2

PT3

Cx

EDGE OF WATER

M A

P L E

W O

O D

A V

E

PICNIC TABLE TO BE

MOVED OUTSIDE OF

100-YR FLOOD PLAIN

STUMP

SIGN

10' OFFSET FROM

EDGE OF PAVILION

CONCRETE PAD

(TYP)

1. PROVIDE 42 CY OF HEAVY DUTY CONCRETE PER DETAIL

2/C501.

2. PROVIDE 5.5 CY OF CONCRETE WALKWAY SURROUNDING

RESTROOMS, REFER TO DETAIL 1/C501.

3. PROVIDE 45 CY OF CONCRETE WALKWAY TO PIER AND

BEACH, REFER TO DETAIL 4/C501.

4. PROVIDE PIER, GANGWAY, AND FLOATING DOCK, REFER

TO DETAIL 7/C502.

5. PROVIDE PAVILION, REFER TO STRUCTURAL DRAWINGS.

6. PROVIDE NEW PRE-MANUFACTURED VAULT TOILET, REFER

TO DETAIL 3/C501.

7. PROVIDE (2) 28 LF OF 6" DIA HDPE CORRUGATED STORM

DRAIN PIPE PER DETAIL 8/C502. CAPS ENDS FOR STORM

WATER IMPROVEMENTS IN PHASE 2.

8. PROVIDE 24 LF OF 12" DIA HDPE CORRUGATED STORM

DRAIN PIPE PER DETAIL 8/C502.

KEY NOTES:

SWIMMING

BUOY'S

5'X5' LANDING

L-SHAPE

FLOATING

DOCK

BEACH

RIPRAP BANK STABILIZATION

REGRADE SLOPE TO 3H:1V

MIN., AS NEEDED

SEE DETAIL 10/C502

EXISTING TRANSFORMER

REFER TO E101 FOR SITE ELECTRICAL

BOUNDARY

PLACE RIPRAP TO STABILIZE BANK.

COORDINATE WITH CO ON FINAL

LOCATION AND QUANTITIES.

REFER TO DETAIL 10/C502.

S P

O K

A N

E R

IV

E

R

1. REFER TO PHASING PLAN FOR PHASE 2 IMPROVEMENTS.

2. FINAL DOCK DESIGN AND LOCATION BY CONTRACTOR PER

GUIDANCE ON DETAIL 7/C502. COORDINATES MAY BE

ADJUSTED AS NEEDED BY DELEGATED DOCK DESIGN.

3. TURF ESTABLISHMENT SHALL BE COMPLETED FOR ANY

DISTURBED GROUND TO CONTROL EROSION AND

RE-ESTABLISH ORIGINAL GROUND CONDITIONS.

SITE IMPROVEMENT NOTES

±1,680 SF STORM RETENTION AND

NATIVE SEED/GRASS

26'X38' PAVILION

CONCRETE PAD

FFE = 2148.5

DRAINAGE DITCH

SEE DETAIL 9/C502

NEW VAULT

CONCRETE PAD

FFE = 2148.25

DRAINAGE DITCH TERMINATION

SEE DETAIL 11/C502

B

C301

A

C301

5'X5' LANDING

5'X5' LANDING

5'X5' LANDING

RAMP

30'@8% MAX

SIDEWALK LONGITUDINAL

SLOPE NOT TO EXCEED 5%

5' TYP.

5' TYP.

10' 15'

15'

30'

10'

PASSING

LANE

RAMP 30'@8% MAX

R15.1738'

INV IN = 2147.65'

INV OUT = 2147.05'

INV IN = 2139.5'

INV OUT = 2137.5'

PROVIDE ENERGY

DISSIPATOR

SEE DETAIL 12/C502

5'

(TYP)

22'

14'

Bryce Marsh

09:59:10 -06'00'

D

R

D

R

D

R

D

R

0+00

E G

.0

F G

.0

0+25

E G

.7

F G

.5

0+50

E G

.3

F G

.5

0+73

E G

.8

F G

.0

0.0% 3.1%

G R

A D

E B

R E

A K

S T

A

E L

E V

.0

G R

A D

E B

R E

A K

S T

A

E L

E

.0

G R

A D

E B

R E

A K

S T

A

E L

E

.0

0+00

E G

.3

F G

.2

0+25

E G

.9

F G

.0

0+32

E G

.0

F G

.0

0.7%

G R

A D

E B

R E

A K

S T

A

E L

E

.2

G R

A D

E B

R E

A K

S T

A

E L

E

.0

D R

D R

D R

SERVICE DRIVE PLAN (DR1)1

C201

SERVICE DRIVE PLAN (DR2)2

C201

6" STORM DRAIN EXISTING

GROUND

FINISH

GRADE

EXISTING

GROUND

FINISH

GRADE

Bryce Marsh

09:59:39 -06'00'

0+00

E G

.9

F G

.0

0+25

E G

.0

F G

.1

0+50

E G

.7

F G

.3

0+75

E G

.2

F G

.4

1+00

E G

.2

F G

.6

1+25

E G

.2

F G

.7

1+42

E G

.3

F G

.2

S T

A

.0

E

L E

.0

S T

A

.1

E

L E

.2

3.4%

0+00 E

G

.4

F G

.4

0+25

E G

.2

F G

.2

0+50

E G

.3

F G

.8

0+75

E G

.7

F G

.3

1+00

E G

.8

F G

.0

1+12

E G

.1

F G

.1

S T

A

.0

E

L E

.4

S T

A

.8

E

L E

.1

L = 17.47'

PVI STA = 0+23.00

PVI EL = 2141.50'

K = 2.98

HIGH POINT STA = 0+14.25

HIGH POINT EL = 2141.86'

P V

C S

T A

.2

P V

C E

L

.8

P V

T S

T A

.7

P V

T E

L

.6

L = 6.40'

PVI STA = 0+63.00

PVI EL = 2137.50'

K = 11.83

LOW POINT STA = 0+66.20

LOW POINT EL = 2137.20'

P V

C S

T A

.8

P V

C E

L

.8

P V

T S

T A

.2

P V

T E

L

.2

L = 5.99'

PVI STA = 1+00.00

PVI EL = 2134.00'

K = 2.97

LOW POINT STA = 1+03.00

LOW POINT EL = 2133.78'

P V

C S

T A

.0

P V

C E

L

.2

P V

T S

T A

.0

P V

T E

L

.7

10.0%

4.1%

9.5%

7.4%

P

T

P

T

0+50 P T1

0+75 PT1

1+00 P T

1+

P T1 1

P

T

P

T

P

T

P

T

P

T

1+00 PT2

1+12 PT2

PIER WALKWAY - 1 (PT1)1

C202

PIER WALKWAY - 2 (PT2)2

C202

12" STORM DRAIN

EXISTING

GROUND

FINISH

GRADE

FINISH

GRADE

EXISTING

GROUNDEXISTING

GROUND

Bryce Marsh

10:00:01 -06'00'

P

T

P

T

P

T

P

T

P

T

P

T

1+

P T3

1+

P T3

0+00

E G

.4

F G

.4

0+25

E G

.6

F G

.4

0+50

E G

.5

F G

.3

0+75

E G

.7

F G

.0

1+00

E G

.2

F G

.5

1+25

E G

.0

F G

.6

1+50

E G

.9

F G

.3

1+54

E G

.3

F G

.3

1.0% 6.9%

1.0%

7.3%

1.0%

7.3%

1.0%

4.0%

4.5%

S T

A

.0

E

L E

.4

S T

A

.6

E

L E

.3

S T

A

.9

E

L E

.3

S T

A

.8

E

L E

.5

S T

A

.8

E

L E

.6

S T

A

.9

E

L E

.8

S T

A

.9

E

L E

.8

S T

A

.9

E

L E

.0

S T

A

.9

E

L E

.0

L = 2.27'

PVI STA = 0+27.96

PVI EL = 2141.35'

K = 4.15

HIGH POINT STA = 0+26.82

HIGH POINT EL = 2141.39'

PVC STA = 0+26.82

PVC EL = 2141.39

PVT STA = 0+29.09

PVT EL = 2141.29

PIER WALKWAY - 3 (PT3)1

C203

EXISTING

GROUND

FINISH

GRADE

Bryce Marsh

10:00:26 -06'00'

FFE PER PLAN

SCALE: NTS

PAVILION SECTIONA

C301

SCALE: NTS

PAVILION SECTIONB

C301

STORM RETENTION

(PHASE 1)

FFE PER PLAN

26'

38'

10'10'

SLOPE TOWARD

EXISTING GRADE

10'

SLOPE TOWARD

EXISTING GRADE

SLOPE TOWARD

EXISTING GRADE

SLOPE TOWARD

EXISTING GRADE

3 MAX

3 MAX

3 MAX

3 MAX

Bryce Marsh

2021.03.31 10:00:51

8" CONCRETE

REINFORCED WITH #4 BAR AT 12" OC

4" CRUSHED AGGREGATE

BASE COURSE

FIRM NATIVE SOILS OR

SATISFACTORY FILL SOILS

PROVIDE THICKENED EDGE

ALONG BOTH SIDES AND

ENDS OF SECTION

12"

AS SHOWN ON PLAN

12"

SLOPE AWAY FROM

FINISH GRADE 2H:1V (TYP)

SCALE: NTS

HEAVY DUTY CONCRETE SLAB2

C104

6"

SCALE: NTS

TYPICAL PRE-MANUFACTURED VAULT TOILET3

C104

SCALE: NTS

CONCRETE WALKWAY1

C104

CXT GUNNISON SINGLE USER

WATERLESS RESTROOM (6'-6"

X 14'-8" 1,000 GALLON VAULT

TOILET) OR APPROVED EQUAL

PREPARED

SUB-GRADE

FIRM NATIVE SOILS OR ENGINEERED

COMPACTED FILL

PRIOR TO PLACEMENT OF BUILDING A PROPERLY PREPARED SUB-BASE

SHALL BE PROVIDED. SUB-BASE SHALL BE A MINIMUM 6" THICK AND

CONSIST OF 3/4" MINUS CRUSHED ROCK COMPACTED TO 95% OF OPTIMUM

DENSITY IN ACCORDANCE WITH ASTM D 1557. FINISHED SURFACE OF

SUB-BASE SHALL BE UNIFORMLY LEVEL, NOT VARYING MORE THAN 1/2"

FROM A TRUE HORIZONTAL PLANE. REFER TO BUILDING HANDLING SHEET

FOR SUB-BASE REQUIREMENTS DURING BUILDING PLACEMENT.

SUB BASE THICKNESS

VARIES, 6" MINIMUM

2'-0"

TYPICAL

5" CONCRETE REINFORCED WITH #4

BAR AT 18" OC, BOTH WAYS

4" CRUSHED AGGREGATE BASE COURSE

FIRM NATIVE SOILS OR

SATISFACTORY FILL SOILS

AS SHOWN ON PLAN

12"

SLOPE AWAY FROM

FINISH GRADE 2H:1V (TYP)

12"

FIRST POUR SECOND POUR

1/2" DIA x 18" DOWEL

@ 18" O.C.

1/8" SAWCUT OR

TOOLED JOINT

EXPANSION JOINT

MATERIAL

1/2" JOINT

3/8" SEALANT

NOTE:

CONSTRUCTION JOINTS & CONTROL JOINT SHALL DIVIDE SLAB INTO AREAS

NOT EXCEEDING 225 SQFT WITHOUT REENTRANT CORNERS AND WITH

LENGTH TO WIDTH RATIOS NOT EXCEEDING 1 1/2 TO 1. CONTRACTOR SHALL

SUBMIT LAYOUT PLAN SHOWING PROPOSED CONTROL AND CONSTRUCTION

JOINT LOCATIONS. JOINT SPACING SHALL NOT EXCEED 20 FEET IN EITHER

DIRECTION. WALKWAYS SHALL HAVE CONTROL JOINTS EVERY 5 FEET AND

EXPANSION JOINTS EVERY 50 FEET MINIMUM.

CONSTRUCTION JOINT

CONTROL JOINTEXPANSION JOINT

SCALE: NTS

TYPICAL SLAB CONTROL JOINTS6

C104

SCALE: NTS

RAMP LANDING PAD5

C104

A

C501

SCALE: NTS

SECTIONA

C501

R

AM

P

THICKENED EDGE

6" THICK 6" MINUS RIP

RAP PLACED AROUND

CONCRETE

#4 BAR 12" O.C.

EACH WAY

5'

6"

6" CRUSHED AGGREGATE BASE COURSE

6"

TERMINATE DRAINAGE DITCH

INTO TYPICAL RIP RAP SECTION

SCALE: NTS

CONCRETE WALKWAY WITH DRAINAGE DITCH4

C104

12" AS SHOWN ON PLAN 12"

5" CONCRETE REINFORCED WITH #4

BAR AT 18" OC, BOTH WAYS

2H:1V

2H:1V

2'

4" CRUSHED AGGREGATE BASE COURSE

FIRM NATIVE SOILS OR

SATISFACTORY FILL SOILS

3' MIN.3' MIN.

SLOPE TO DRAIN, TYP.

NOTE:

PROVIDE WALKWAY CROSS SLOPES

PER GENERAL GRADING NOTES.

FIRM NATIVE SOILS OR

SATISFACTORY FILL SOILS

Bryce Marsh 2021.03.31 10:01:17

3 MIN

3 MIN

PIER WITH COMPOSITE LOW

MAINTENANCE DECKING

48" PIER

PIER WITH ADA

HANDRAILS

STAINLESS STEEL GANG

WAY HINGE AND COVER

4'W x 48'L ASSEMBLY

ALUMINUM GANGWAY WITH ADA

HANDRAILS AND COMPOSITE

LOW MAINTENANCE DECKING

LOW PROFILE ROLLERS ON

FLOATING DOCK WITH 48" X 30"

ALUMINUM TRANSITION PLATE

ADJUSTABLE PILING BRACKET

FOR EACH 10" DIA PIER (TYP)

CORNER GUSSET

SWIM LADDER

POLYETHYLENE FLOATING

DOCK SECTIONS

SWIM LADDER

FLOATING SWIM

BUOY'S

62'

15' TYP.

SCALE: NTS

L DOCK CONCEPT7

C104

.5

COLLAPSIBLE MOORING

CLEAT, TYP OF 12.

6" MIN.

BEDDING COURSE

HDPE CULVERT, SEE PLANS FOR SIZE

INVERT ELEVATION PER PLAN.

GRADE LOCALLY TO ENSURE

POSITIVE DOWNSTREAM

DRAINAGE

INVERT ELEVATION

PER PLAN. GRADE

LOCALLY TO ENSURE

POSITIVE DRAINAGE

TO CULVERT

12" MIN.

DEPTH

VARIES

TOP OF BASE COURSE

PIPE ZONE MATERIAL

COMPACT TO 95% PROCTOR

BACKFILL WITH SATISFACTORY SOIL

COMPACT TO 95% PROCTOR

1/2 DIA.

MIN. TYP.

A

C502

6" MIN.

FIRM NATIVE SOILS OR

ENGINEERED COMPACTED FILL

12" THICK OF 6" MINUS RIP RAP SLOPE

STABILIZE BOTH SIDE OF CULVERT,

2' MIN. EACH SIDE OF CULVERT

12" THICK OF 6" MINUS RIP RAP SLOPE

STABILIZE BOTH SIDE OF CULVERT,

2' MIN. EACH SIDE OF CULVERT

SCALE: NTS

TYPICAL CULVERT8

C104

SCALE: NTS

SECTIONA

C502

SURFACE TREATMENT

PER PLAN

12" MIN

SCALE: NTS

TYPICAL DRAINAGE DITCH9

C104

NONWOVEN GEOTEXTILE FABRIC PER AASHTO

M288.06 FOR FINES GREATER THAN 50%

(CLASS II), LAP GEOTEXTILE A MINIMUM OF 12"

INTO EXISTING GROUND

6" THICK OF 6" MINUS RIP RAP

1' 1' 1'

EXISTING GRADE

SCALE: NTS

TYPICAL RIP RAP SECTION10

C104

ORDINARY LOW WATER

ELEV = 2121'

CLASS 4 RIP RAP IN

TOE, FP-14

21" THICK FHWA CLASS 2

RIP RAP, FP-14

4" THICK CRUSHED

AGGREGATE BEDDING

4'-9"

EXISTING GROUND

LENGTH PER PLAN

NOTE:

GEOTEXTILE SHALL BE CLASS 1 PER AASHTO

M288.06 FOR FINES GREATER THAN 50%.

SCALE: NTS

DRAINAGE DITCH TERMINATION11

C104

9'

10'

MIN

BEGIN HEAVY RIP RAP SECTION

END OF DRAINAGE SECTION

TRANSITION AND EXTEND GEOFABRIC

INTO HEAVY RIP RAP SECTION

6' WIDE

EMBED FABRIC 12"

INTO EXISTING SOIL

SCALE: NTS

TYPICAL ENERGY DISSIPATOR DETAIL12

C104

PROPOSED RETENTION BASIN

10oz NONWOVEN GEOTEXTILE FABRIC

12" MIN SOIL COVER

4' X 4' MIN 12" THICK ENERGY DISSIPATING

RIPRAP D50 = 6" OR APPROVED EQUAL

FINAL PIER AND DOCK DESIGN NOTES:

1. ALL SIZES AND LOADS REPRESENTED IN THIS PIER AND

DOCK CONCEPT WERE ASSUMED. ACTUAL SIZES, LAYOUT,

AND LOADING SHALL BE PROVIDED BY THE DELEGATED PIER

AND DOCK DESIGNER.

2. ALL RELEVANT LOADS AND LOAD COMBINATIONS PER ASCE

7 OR EQUIVALENT SHALL BE CHECKED FOR MOST CRITICAL.

3. THE FINAL PIER AND DOCK DESIGN SHALL BE DELEGATED TO

THE CONTRACTOR PROVIDED ENGINEER WITH THE ACTUAL

SIZES, LAYOUT, AND LOADS PROVIDED BY THE DELEGATED

PIER AND DOCK DESIGNER.

4. PILE SIZING AND DEPTHS AND OTHER ACCESSORIES (I.E.

SWIM BUOY'S) REQUIREMENTS SHALL BE PROVIDED BY THE

DELEGATED PIER AND DOCK DESIGNER.

5. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING FINAL

PIER AND DOCK DESIGN AND SHALL COORDINATE ALL

APPROVALS WITH THE GOVERNMENT, INCLUDING

MATERIALS AND COLORS.

6. PIER AND DOCK LAYOUT ON SHEET C104 AND C502 ARE NOT

FOR CONSTRUCTION AND FOR REFERENCE ONLY.

DOCK REQUIREMENTS:

1. STEEL FRAME DOCK STRUCTURE.

2. POLYETHYLENE FLOATS.

3. 2' X 2' REINFORCED CONCRETE DECK PANELS .

4. RUBBER BUMPER EDGING SURROUNDING FLOAT

DOCK EDGES.

5. (12) COLLAPSIBLE MOORING CLEATS.

5' Bryce Marsh 2021.03.31 10:02:02

GENERAL NOTES:

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOBSITE CONDITIONS PRIOR TO

COMMENCEMENT OF WORK. ANY DISCREPANCIES BETWEEN THE SITE AND DRAWINGS

SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER (CO) PRIOR TO

CONSTRUCTION. CONDITIONS NOTED AS “EXISTING” ON THE DRAWINGS SHALL BE FIELD

VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE CO

OF ANY DISCREPANCIES AND NOT PROCEED WITH CONSTRUCTION UNTIL FURTHER

DIRECTION IS PROVIDED.

2. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND,

UNLESS NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE

CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL

PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION

WORKERS, AND THE STRUCTURE DURING CONSTRUCTION.

3. TEMPORARY SHORING, BRACING, FORMING, SCAFFOLDING, ETC. ARE THE SOLE

RESPONSIBILITY OF THE CONTRACTOR OR SUBCONTRACTORS AND HAVE NOT BEEN

CONSIDERED BY THE ENGINEER. THE ENGINEER SHOULD BE CONSULTED FOR INTERIM

DESIGN FOR LOADS APPLIED TO AN UNFINISHED STRUCTURE.

4. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND

CONSENT OF THE ENGINEER.

5. NO DEVIATIONS FROM STRUCTURAL DETAILS SHALL BE MADE WITHOUT THE WRITTEN

APPROVAL OF THE ENGINEER. APPROVAL FROM THE GOVERNING AGENCY DOES NOT

CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND SPECIFICATIONS.

6. PROVIDE SPECIAL INSPECTION WHERE REQUIRED BY IBC, SECTION 1704.

7. NO FRAMING OF ANY TYPE SHALL BE CONCEALED PRIOR TO INSPECTION BY THE

GOVERNING AGENCIES.

8. FINISHED GRADE SHALL SLOPE AWAY FROM FOUNDATION AT A MINIMUM OF 2% FOR

IMPERVIOUS SURFACES AND 5% FOR SOIL FOR A MINIMUM OF 10 FEET.

CODES AND DESIGN CRITERIA:

1. ALL WORK SHALL CONFORM TO THE STANDARDS OF THE 2018 INTERNATIONAL BUILDING

CODE (IBC).

FOUNDATION NOTES:

1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 4,000 PSI. NOTE

THAT THIS IS THE MINIMUM DESIGN VALUE. HIGHER VALUES MAY BE REQUIRED PER SITE

CONDITIONS, PER THE SOILS ENGINEER OR BUILDING OFFICIAL. FOR SPECIAL

EXPOSURES, REFER TO TABLES FOUND IN IBC SECTION 1904.

2. PROVIDE 3/4” CHAMFERS AT ALL EXPOSED CORNERS, U.N.O. BY ARCHITECTURAL

SPECIFICATIONS.

3. PREPARE ALL SUBGRADE SOILS PER GEOTECHNICAL ENGINEERS RECOMMENDATIONS,

PRIOR TO PLACEMENT OF FILLS SOILS, FOUNDATION REINFORCEMENT, OR CONCRETE.

CONCRETE NOTES:

1. CONCRETE STRENGTH TO BE A MINIMUM F'C=4,000 PSI IN 28 DAYS.

2. SLUMP 4” MAXIMUM, AGGREGATE 3/4” MAXIMUM, AIR CONTENT 6 + 1.5.

3. CONCRETE SHALL BE TO THE STRENGTH AND SLUMP SPECIFIED AND CONSIST OF: ASTM

C-150 TYPE I OR II CEMENT, U.N.O. OR AS SPECIFIED BY THE GEOTECHNICAL ENGINEER.

AGGREGATE SHALL CONFORM TO ASTM C-33.

4. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL NOT BE

USED.

5. CONCRETE CONTRACTOR SHALL DAMPEN SAND UNDERLAYMENT PRIOR TO CONCRETE

PLACEMENT TO ASSIST UNIFORM CONCRETE CURING.

6. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE

MATERIAL. OVER EXCAVATED FOOTINGS SHALL BE FILLED WITH CONCRETE.

7. REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.

8. SPECIFICATIONS FOR MIXING, PLACING, AND FINISHING SHALL BE AS PER ACI-302.

9. CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENT

SUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT AND

PROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE

RECOMMENDED PRACTICES OF ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT

CONDITIONS.

10.CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS

TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND CHUTES OF

VARIABLE LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED FALL OF CONCRETE

SHALL NOT EXCEED 6 FEET.

11.WATER TO CEMENT RATIO SHALL NOT EXCEED 0.45.

12.PROVIDE CONTROL JOINTS A MIN OF EVERY 225 SF OF SLAB CUT THE SAME DAY AS THE

SLAB IS PLACED.

REINFORCING STEEL NOTES:

1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNLESS

SPECIFICALLY NOTED OTHERWISE. ASTM A-615 GRADE 40 MAY BE USED FOR #3 BARS AT

CONTRACTOR'S OPTION UNLESS THE GRADE IS SPECIFICALLY NOTED OTHERWISE.

2. CONCRETE CLEAR COVERAGE TO REINFORCING STEEL SHALL CONFORM TO THE

FOLLOWING MINIMUMS, U.N.O.

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3”

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

I.A. #5 BARS AND SMALLER 1-1/2”

II.B. #6 BARS AND LARGER 2”

3. SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED U.N.O. IN NO CASE SHALL

SPLICES BE LESS THAN 40 BAR DIAMETERS. SPLICES IN ADJACENT BARS SHALL NOT BE

LESS THAN 5' APART. SPLICE CONTINUOUS BARS IN SOIL-BEARING GRADE BEAMS AS

FOLLOWS: TOP BARS AT CENTERLINE OF SUPPORT; BOTTOM BARS AT MID-SPAN. SPLICE

CONTINUOUS BARS IN SPANDREL BEAMS, WALL BEAMS, ETC. AS FOLLOWS: TOP BARS AT

MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT.

4. ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED.

5. FIELD BENDING OF REINFORCING BARS SHALL BE REVIEWED BY THE ENGINEER. BENDING

MAY BE UNIFORMLY PREHEATED TO 1400 TO 1600 DEGREES F, AND BENT PER CRSI

RECOMMENDATIONS.

STRUCTURAL STEEL NOTES:

1. ALL STRUCTURAL STEEL FRAMING SHALL BE DETAILED, FABRICATED, AND ERECTED PER

THE THIRTEENTH EDITION AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE,

EXCEPT AS MODIFIED BY THE IBC.

2. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED FOR THE GOVERNMENT'S REVIEW

PRIOR TO FABRICATION. STEEL SHALL NOT BE ERECTED UNTIL THE REVIEWED SHOP

DRAWINGS ARE RECEIVED IN THE FIELD.

3. SHOP AND ERECTION DRAWINGS SHALL NOT CONTAIN ANY REPRODUCTIONS OF THE

STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL BE COMPLETE AND STAND ALONE,

SUCH THAT THEY DO NOT REFER TO THE STRUCTURAL DRAWINGS.

4. ALL FABRICATION SHALL BE DONE IN A SHOP THAT IS ACCEPTABLE TO THE GOVERNMENT.

CONTINUOUS, FULL-TIME INSPECTION OF SHOP FABRICATION MAY BE WAIVED ONLY TO

THE EXTENT APPROVED BY THE GOVERNMENT.

5. BOLTED CONNECTIONS:

A. HIGH STRENGTH BOLTS: CONTACT FACES AT CONNECTIONS WITH HIGH STRENGTH

BOLTS SHALL NOT BE PAINTED.

B. BEARING BOLTS: UNLESS SPECIFICALLY NOTED, ALL CONNECTIONS SHALL USE

BEARING (N) TYPE BOLTS.

C. SLIP CRITICAL BOLTS: SLIP CRITICAL (SC) CONNECTIONS SHALL USE LOAD INDICATOR

WASHERS PER THE MANUFACTURER'S RECOMMENDATIONS.

D. MOMENT CONNECTIONS: ALL MOMENT CONNECTIONS, SHALL USE SLIP CRITICAL

BOLTS.

6. WELDED CONNECTIONS:

A. ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY

BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL

DECK AND E70 XX FOR OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE.

WELDING SHALL CONFORM TO IBC SECTION 2204.1.

B. WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS, WELD SIZE SHALL BE

PER AISC SPECIFICATIONS.

C. TESTING:

I. ALL GROOVE WELDS SHALL BE TESTED NON-DESTRUCTIVELY BY EITHER

RADIOGRAPHY OR ULTRASONIC TESTING. TESTING RATE SHALL BE 100%, BUT MAY BE

REDUCED AS ALLOWED BY IBC SECTION 1704.3.1.

II. AT ALL PLATES AND PORTIONS OF ROLLED SHAPES 1-1/2” THICK OR GREATER IN

THICKNESS, ZONES FOR WELDS THAT INDUCE THROUGH-THICKNESS SHRINKAGE

STRAINS SHALL BE 100% ULTRASONICALLY TESTED BEFORE AND AFTER WELDING.

ZONES WITH FLAWS SHALL NOT BE USED AS WELD LOCATIONS.

III. AISC TABLE 2 GROUPS 4 AND 5 SHALL CONFORM TO AISC SPECIFICATIONS SECTIONS

A3.1.C AND M2.2.

D. ALL COMPLETE PENETRATION WELD BACK UP BARS SHALL BE REMOVED. WELD SHALL

BE BACK-GOUGED, FILLED AND GROUND FLUSH, UNLESS NOTED OTHERWISE.

7. FABRICATION:

A. ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, ROUTED

MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE

DRAWINGS AND SPECIFICATIONS.

B. STIFFENER PLATES SHALL EXTEND THE FULL WIDTH OF THE BEAM FLANGES, UNLESS

SPECIFICALLY NOTED OTHERWISE.

C. BASE PLATES AND COLUMN ENDS SHALL BE FINISHED PER AISC SPECIFICATIONS.

D. OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY SHOWN

ON THE STRUCTURAL DRAWINGS.

E. CONTINUITY PLATES SHALL BE CUT WITH CONCAVE QUARTER ROUNDS AT ALL WEB

TO FLANGE LOCATIONS.

8. ALL STEEL SHALL BE DELIVERED TO THE JOB SITE WITHOUT EXCESSIVE RUST, MILL

SCALE, GREASE, ETC.

Bryce Marsh

2021.03.31 10:02:36

S501

6" MIN CONCRETE SLAB WITH

#4 BARS @ 18" O.C. EACH WAY

SLOPE PAD TO DRAIN, 2% MAX

SLOPE IN ALL DIRECTIONS

4" MIN OF 3/4" CRUSHED

AGGREGATE BASE COURSE

24' X 36' GABLE SHELTER RCP

SHELTER MODEL AS-G2436-04

OR APPROVED EQUAL

21'32'

8'

STANDING SEAM METAL

ROOF SHEETING OR

APPROVED EQUAL

36'

24'

A

S101

STRUCTURAL NOTES:

1. RCP GABLE SHELTER STEEL OR APPROVED EQUAL COLOR TO BE APPROVED

BY THE GOVERNMENT.

2. RCP METAL ROOF SHEETING OR APPROVED EQUAL COLOR TO BE APPROVED

BY THE GOVERNMENT.

FINAL BUILD AND FOUNDATION DESIGN NOTES:

1. ALL BUILDING COLUMN SIZES AND LOADS REPRESENTED IN THIS FOUNDATION PLAN

WERE ASSUMED. ACTUAL SIZES, LAYOUT, AND LOADING SHALL BE PROVIDED BY THE

PRE-ENGINEERED METAL BUILDING DESIGNER.

2. ALL RELEVANT BUILDING LOADS AND LOAD COMBINATIONS PER ASCE 7 SHALL BE

CHECKED FOR MOST CRITICAL.

3. THE FINAL FOUNDATION DESIGN SHALL BE DELEGATED TO THE CONTRACTOR PROVIDED

FOUNDATION ENGINEER WITH THE ACTUAL SIZES, LAYOUT, AND LOADS PROVIDED BY

THE PRE-ENGINEERED METAL BUILDING DESIGNER.

4. METAL BUILDING COLUMNS BASE PLATES AND ANCHOR BOLT REQUIREMENTS SHALL BE

PROVIDED BY THE PRE-ENGINEERED METAL BUILDING DESIGNER.

5. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING FINAL FOUNDATION AND BUILDING

DESIGN AND SHALL COORDINATE ALL APPROVALS WITH THE GOVERNMENT.

6. SHEET S101 AND S501 ARE NOT FOR CONSTRUCTION AND FOR REFERENCE ONLY.

7. ALL STEEL SHALL BE POWDER COAT FINISH WITH A COLOR APPROVED BY THE CO.

8. FINAL PICNIC TABLE LOCATIONS SHALL MEET ADA CLEAR SPACE AND MANEUVERING

REQUIREMENTS.

24" X 24" SQUARE

MASONRY ROCK TO

MATCH NATIVE ROCK

WITH FLAT ROCK CAP

24" X 24" SQUARE

MASONRY ROCK TO

MATCH NATIVE ROCK

WITH FLAT ROCK CAP

PAVILLION STRUCTURE PLAN VIEW1

S101

PAVILLION STRUCTURE SIDE VIEW2

S101

PAVILLION STRUCTURE SECTIONA

S101

60" MIN 36" 36"

60" MIN

26'

38'

60" MIN

Bryce Marsh

10:03:08 -06'00'

STEEL POSTS (TYP)

6" MIN CONCRETE SLAB WITH #4

BARS @ 18" O.C. EACH WAY MIN

REINFORCEMENT PER

FOUNDATION DESIGN

FIRM NATIVE SOIL OR ENGINEERED

COMPACTED FILL

Ø3'-6" CONCRETE FOOTING

#3 REINFORCEMENT HOOPS @ 8" O.C.

(30) #4 VERTICAL REINFORCEMENT

BARS EVENLY SPACED

ANCHOR BOLTS PER

PRE-ENGINEERED METAL BUILDING

MANUFACTURERS SPECIFICATION

MIN

EMBEDMENT PER

FOUNDATION DESIGN

PER FOUNDATION

DESIGN

3" MIN 3" MIN

4" MIN OF 3/4" CRUSHED

AGGREGATE

24" X 24" SQUARE MASONRY ROCK

POST BASE TO MATCH NATIVE

ROCK W/FLAT ROCK CAP

~2'

SCALE: NTS

PAVILION SHELTER FOOTING DETAIL (TYP)1

S101

Bryce Marsh

2021.03.31 10:03:33

UGPUGPUGPCOM

G

AS

GAS

LEGEND

LIGHT FIXTURE, WITH TEXT DENOTING LIGHT

FIXTURE TYPE.

110V DUPLEX RECEPTACLE

OCCUPANCY SENSOR

HOME RUN, WITH CIRCUIT CALLOUT

DISCONNECT SWITCH

GROUND ROD

TRANSFORMER

METER

1. PANEL 'LP1' FEEDERS SHALL BE (3) #8 CU. BURIED

IN (1) 1" CONDUIT. METER SHALL BE CONNECTED

BEFORE DISCONNECT SWITCH.

2. PANEL 'LP1' SHALL BE LOCKABLE AND MOUNTED

WITH UNISTRUT. PANEL ACCESS HANDLE SHALL

BE LOCATED AT 48" ABOVE GRADE.

KEY NOTES:

EDGE OF WATER

SP

O

KA

N

E R

IV

ER

M

AP

LE

W

O O

D A

VE

(1) 1" CONDUIT

PAVILLION

FOOTPRINT

TRANSFORMER

PANEL 'LP1'

DISCONNECT SWITCH

AND METER

OS

GROUND

ROD

PR

OFESS IONAL ENG INEER

D A R R E L L D E A

N

L

I C E N S E D

STA T E OF I DA HO

19543

SHEET NOTES:

1. GROUND AND NEUTRAL SHALL BE BONDED TOGETHER IN PANEL 'LP1'. IN

ADDITION TO CONDUCTOR WIRES, A #12 GND WIRE SHALL BE RAN WITH EACH

RUN. SERVICE SHALL BE SIZED WITH #8 GND WIRE. SIZE ALL OTHERS IN

ACCORDANCE WITH NEC TABLE 250.66.

2. CEILING OR SWITCH MOUNTED OCCUPANCY SENSORS ARE ACCEPTABLE.

3. ELECTRICAL EQUIPMENT ON SUPPLY SIDE OF SERVICE DISCONNECT SHALL

ADHERE TO NEC 230.82 AND NEC 250.25.

4. DSW-1 IS TO BE SERVICE RATED AND LABELED EMERGENCY DISCONNECT.

NOT SERVICE EQUIPMENT PER NEC 230.85.

120/240V

12400V

DSW-1: LABELED "EMERGENCY DISCONNECT, SERVICE DISCONNECT"

RATED 60AMP WITH CLASS 'H' OR 'K', 60AMP FUSE

PANEL

'LP1'

50A MCB

TO UTILITY

GN

PAVILLION POWER AND LIGHTING PLAN1

E102

SCALE: NTS

SINGLE LINE DIAGRAM2

E102

SCALE: NTS

PANEL SCHEDULE3

E102

SCALE: NTS

LIGHT FIXTURE SCHEDULE4

E102

(3) #8 CU W/ #8 GND IN 1" SCH 40 PVC

(3) #8 CU W/ #8 GND IN 1" SCH 40 PVC

PR

OFESS IONAL ENG INEER

D A R R E L L D E A

N

L

I C E N S E D

PANEL AND CIRCUIT

OF DEVICE, TYP

LABEL WITH BROTHER "P-TOUCH" SYSTEM. USE

CLEAR OR WHITE TAPE WITH BLACK LETTERING.

RATED NON-REVERSIBLE OR

EXOTHERMIC WELD CONNECTION

GROUNDING CONDUCTOR

GROUNDING ELECTRODE (ROD)

FINISHED GRADE

SCALE: NTS

DEVICE LABELING DETAIL1

E501 SCALE: NTS

GROUNDING ROD DETAIL2

E501

LEGEND

FINAL BACKFILL

PIPE ZONE

BEDDING

12" MAX.

6" MIN

12" MAX.

6" MIN

4"

" M

IN

" M

AX

IM

U

M

REJECT SAND OR SELECT 3/4" MINUS GRANULAR

EXCAVATED MATERIAL OR IMPORTED AGGREGATE

BACKFILL, COMPACTED TO 90% OF MAXIMUM

DENSITY. 85% FOR FINE GRAINED MATERIAL.

EXISTING GRANULAR MATERIAL

TO 90% OF MAX. DENSITY, 85%

FOR FINE GRAINED MATERIAL

EXISTING GRADE

WARNING TAPE

12" BELOW

GRADE

3" MIN FOR

LIKE CONDUIT6" MIN BETWEEN

POWER AND

COMM LINES

SCALE: NTS

TYPICAL ELECTRICAL TRENCH3

E501

PR

OFESS IONAL ENG INEER

D A R R E L L D E A

N

L

I C E N S E D