Atch_3__Drawings.pdf

TO WATFORD

CITY

TO GRASSY

BUTTE

20 0 20

1 0 1 2

SCALE IN MILES

VICINITY MAP

NORTHWEST NORTH DAKOTA

THEODORE ROOSEVELT NATIONAL PARK

NORTH UNIT

LEGEND

THIS PROJECT

01 1 2 3

SCALE IN MILES

SCALE IN KILOMETERS

SUB

SHEET SHEET TITLE OF SHEET

INDEX

1 COVER SHEET

PRELIMINARY DRAWINGS

UNITED STATES

DEPARTMENT OF THE INTERIOR

QUALITY DESIGN CERTIFICATION

Prepared in Accordance with Design Development (Title1) ________________

Drawing No.OR Variance from Design Development (Title 1) Approved by Superintendent on __________

DateOR Construction Drawing Not Preceded by Design Development (Title 1)

Project Manager

Date

N. UNIT CAMPGRD .WATER ----

THEODORE ROOSEVELT NATIONAL PARK

JUNIPER CAMPGROUND

3 C2 OVERALL SITE PLAN

4-7 C3-C6 WATER PLAN & PROFILE

8 C7 TANK FILL & TANK DRAIN LINE PLAN & PROFILE

9 C8 SITE PLAN - WATER TANK PAD

10-11 C9-C10 DETAILS

THIS PROJECT

LEGEND

THEODORE ROOSEVELT NATIONAL PARK

NORTH UNIT - JUNIPER CAMPGROUND

100 0 100

SCALE IN FEET

NORTH UNIT CAMPGROUND WATER RENOVATIONS

12-14 S1-S3 STRUCTURAL SHEETS

15-17 E1-E3 ELECTRICAL SHEETS

2 C1 CIVIL NOTES

100% CONSTRUCTION DOCUMENTS

CIVIL NOTES ----

THEODORE ROOSEVELT NATIONAL PARK

C1

Civil Utility General Notes:

-All Drinking Water Components and Drinking Water Chemicals to be NSF 61 and 60, respectively.

Hydrostatic and Leakage Testing

1. Perform hydrostatic and leakage testing in accordance with AWWA C600. Once the pipe is laid and backfilled, test for at least 2 hours, all newly laid pipe, or any valved section, at the highest point along the test section. Test to a hydrostatic pressure 2.0 times the normal operating pressure at the test point, but in no case less than a minimum gage pressure of 125 pounds per square inch (931 kPa) or greater than the pressure rating of the pipe being tested. Do not test more than 1,000 linear feet (305 m) of pipeline at one time, unless otherwise approved by the Engineer.

2. Slowly fill the pipe with water, purging all air, and apply the test pressure using a pump hooked up so that the pressure and leakage can be measured.

To purge the pipe of air during the test, it is necessary to tap the pipe at its highest points if permanent air vents, water services, hydrants, etc. are not located at the high points. Use corporation stops for this purpose. Furnish the pump connections, gauges, stops, and all necessary apparatus for testing.

3. Disassemble and reassemble all joints showing leakage after thorough cleaning. Remove and replace all cracked or defective pipes or fittings discovered in during the pressure test with sound material and repeat the test.

4. Conduct the leakage test concurrently with the pressure test for 2 hours. Leakage is defined as the quantity of water supplied into the pipe, or any valved section thereof, necessary to maintain pressure within 5 PSI of the pressure test after the pipe has been filled with water and purged of air.

5. The pipe installation will be rejected if the leakage exceeds that determined by the following formula:

L = SD( P )1/2 / 148,000

6. In which L equals the allowable leakage in gallons per hour; S is the length of pipe tested, in feet; D is the nominal diameter of the pipe, in inches; and

P is the average test pressure during the leakage test, in pounds per square inch gauge.

7. Should any test of pipe laid disclose leakage exceeding that specified above, locate and repair the defective joints until the leakage is within the specified allowance.

8. Conduct the pressure and leakage tests with the Engineer present.

9. When testing against closed metal-seated valves, an additional leakage per closed valve of 0.0078 gallon per hour per inch of nominal valve size is allowed. Repair all visible leaks regardless of the amount of leakage.

10. Pressure test tapping sleeves after installation and before tapping.

Disinfection of the storage tank and the distribution line must be done before the system can be put into use and must be done according to AWWA standards.

Section 4.1.5.1 The environment into which the chlorinated water is to be discharged shall be inspected, and if there is any likelihood that the chlorinated discharge will cause damage, then a reducing agent shall be applied to the water to be wasted to thoroughly neutralize the chlorine residual in the water. Federal, state, or local environmental regulations may require special provisions or permits prior to disposal of highly chlorinated water.

The proper authorities should be contacted prior to disposal of highly chlorinated water.

Section 4.2 Chlorination Method 2: A solution of 200-mg/L available chlorine shall be applied directly to the surfaces of all parts of the storage facility that would be in contact with water when the storage facility is full to the overflow elevation.

Section 4.2.1 Method of application: The chlorine solution may be applied with suitable brushes or spray equipment. The solution shall thoroughly coat all surfaces to be treated, including the inlet and outlet piping, and shall be applied to any separate drain piping such that it will have available chlorine of not less than 10 mg/L when filled with water. Overflow piping need not be disinfected.

Section 4.2.2 Retention: The disinfected surfaces shall remain in contact with the strong chlorine solution for at least 30 min, after which potable water shall be admitted, the drain piping purged of the 10-mg/L chlorinated water, and the storage facility then filled to its overflow level. Following this procedure and subject to satisfactory bacteriological testing and acceptable aesthetic quality, the water may be delivered to the distribution system.

Section 4.3.3 Chlorination Method 3: Water and chlorine shall be added to the storage facility in amounts such that the solution will initially contain 50 mg/L available chlorine and will fill approximately 5 percent of the total storage volume. This solution shall be held in the storage facility for a period of not less than 6 hr. The storage facility shall then be filled to the overflow level by flowing potable water into the highly chlorinated water. It shall be held full for a period of not less than 24 hr. All highly chlorinated water shall then be purged from the drain piping. Following this procedure and subject to satisfactory bacteriological testing and acceptable aesthetic quality, the remaining water may be delivered to the distribution system.

Section 4.3.1 Adding chlorine: Chlorine shall be added to the storage facility by the method described in Sec. 4.1.1, 4.1.2, or 4.1.3. The actual volume of the 50-mg/L chlorine solution shall be such that, after the solution is mixed with filling water and the storage facility is held full for 24 hr, there will be a free-chlorine residual of not less than 2 mg/L.

Section 5.1.1.5 Sampling and testing: Following disinfection and prior to activating the tank for use, water in the storage tank should be tested to determine that it meets expected parameters typical in the system. Test results should confirm that the water quality is appropriate for distribution.

Although this assessment is unique for each system, suggested test parameters include pH. alkalinity, turbidity, odor, and specific conductance. If the tank was painted or it epoxy was applied, measuring levels of volatile organic compounds or other components of the coating materials (such as zinc) may be necessary (noting that THMs, which are part of the VOC test, are a result of disinfection, not coating materials, and would be expected to be present). Depending on the site of the storage facility, more samples may be appropriate. While the number of samples above the required number is up to the discretion of the water system operator, suggested numbers include one sample for tanks of 10 MG or less, using another tap or hatch if available.

· AWWA C651: Installation of new mains requires that 2 sets of samples for coliform analysis are collected at least 16 hr apart or 2 sets collected 15 min apart after at least a 16 hr rest period. Samples need to be analyzed by a ND Department of Health Certified Laboratory. It is recommended that samples be tested for acceptable aesthetic quality (e.g., chlorine residual, pH, alkalinity, specific conductance, turbidity). Levels should be as expected or typical for the water system. Both sets of samples must pass for the main to be approved for release. A set of samples includes all samples collected along the length of the pipeline, as described in Sec. 5.1.1.2.

· Sec. 5.1.1.2 For new mains, sets of samples shall be collected every 1,200 ft (370 m) of the new water main, plus one set from the end of the line at least one from each branch greater than one pipe length. After the applicable retention period, heavily chlorinated water should not remain in prolonged contact with pipe. In order to prevent damage to the pipe lining or to prevent corrosion damage to the pipe itself, the heavily chlorinated water shall be flushed from the main fittings, valves, and branches until chlorine measurements show that the concentration in the water leaving the main is no higher than that generally prevailing in the distribution system or that is acceptable for domestic use. The environment to which the chlorinated water is to be discharged shall be inspected. If there is any possibility that the chlorinated discharge will cause damage to the environment, a neutralizing chemical shall be applied to the water to be wasted to thoroughly neutralize the residual chlorine (see ANSI/AWWA C655 for neutralizing chemicals). Where necessary, federal, state, local, or provincial regulatory agencies should be contacted to determine special provisions for the disposal of heavily chlorinated water.

AWWA C652

Section 4.1 Chlorination Method 1: The water-storage facility shall be filled to the overflow level with potable water to which enough chlorine is added to provide a free chlorine residual in the full facility of not less than 10 mg/L at the end of the appropriate 6-hr or 24—hr period, as described in Sec. 4.1.4. The chlorine, either as calcium hypochlorite, sodium hypochlorite, or liquid chlorine, shall be introduced into the water as described hereafter.

Section 4.1.1 Liquid-chlorine use: Liquid chlorine shall be introduced into the water filling the storage facility in such a way as to give a uniform chlorine concentration during the entire filling operation. Portable chlorination equipment shall be carefully operated and shall include a liquid-chlorine cylinder, gas-flow chlorinator, chlorine ejector, safety equipment, and an appropriate solution tube to inject the high-concentration chlorine solution into the filling water. The solution tube shall be inserted through an appropriate valve located on the inlet pipe and near the storage facility such that the chlorine solution will mix readily with the inflowing water.

Section 4.1.2 Sodium hypochlorite use: Sodium hypochlorite shall be added to the water entering the storage facility by means of a chemical-feed pump or shall be applied by hand-pouring into the storage facility and allowing the inflowing water to provide the desired mixing.

Section 4.1.2.1 When a chemical-feed pump is used, the concentrated chlorine solution shall be pumped through an appropriate solution tube so as to inject the high concentration chlorine solution at a rate that will give a uniform chlorine concentration in the filling water. The solution tube shall be inserted through an appropriate valve located on the inlet pipe and near the storage facility, or through an appropriate valve located on the storage facility such that the chlorine solution will mix readily with the filling water.

Section 4.1.2.2 When the sodium hypochlorite is poured into the storage facility, the filling of the storage facility shall begin immediately thereafter or as soon as any removed manhole covers can be closed. The sodium hypochlorite may be poured through the cleanout or inspection manhole in the lower course or level of the storage facility, in the riser pipe of an elevated tank, or through the roof manhole. The sodium hypochlorite shall be poured into the water in the storage facility when the water is not more than 3 ft (0.9 m) in depth, nor less than 1 ft (0.3 m) in depth or as close thereto as manhole locations permit.

Section 4.1.3 Calcium hypochlorite use: Calcium hypochlorite granules or tablets broken or crushed to sizes not larger than 1/4 in. (6.4-mm) maximum dimension may be poured or carried into the storage facility through the cleanout or inspection manhole in the lower course or level of the storage facility, into the riser pipe of an elevated tank, or through the roof manhole. The granules or tablet particles shall be placed in the storage facility before flowing water into it. The granules or tablets shall be located so that the inflowing water will ensure a current of water circulating through the calcium hypochlorite, dissolving it during the filling operation. The calcium hypochlorite shall be placed only on dry surfaces unless adequate precautions are taken to provide ventilation or protective breathing equipment.

Section 4.1.4 Retention period: After the storage facility has been filled with the disinfecting water, it shall stand full as follows: (l) for a period of not less than 6 hr when the water entering the storage facility has been chlorinated uniformly by gas-feed equipment or chemical pump, or (2) for a period of not less than 24 hr when the storage facility has been filled with water that has been mixed with sodium hypochlorite or calcium hypochlorite within the storage facility as described in Sec. 4.1.2 and 4.1.3.

Section 4.1.5 Handling of disinfection water: After the retention period stated in Sec. 4.1.4, the free chlorine residual in the storage facility shall be reduced to a concentration appropriate for distribution by completely draining the storage facility and refilling with potable water, or by a combination of additional holding time and blending with potable water having a low chlorine concentration. When an appropriate chlorine concentration is reached and subjected to satisfactory bacteriological testing and acceptable aesthetic quality, the water may be delivered to the distribution system.

Bored Water Main:

· Contractor is responsible for lubrication water.

60 0 60 120

OVERALL SITE ----

THEODORE ROOSEVELT NATIONAL PARK

C2

PROPOSED TANK

FILL LINE

EXISTING WELL

PROPOSED TANK PAD EXISTING WATER LINE

(APPROXIMATE LOCATION)

EXISTING PUMP HOUSE

PROPOSED WATER LINE MAIN

SCENIC DRIVE

EXISTING JUNIPER

CAMPGROUND

ACCESS

ABANDONED ROAD

SCALE IN FEET

EXISTING WATER LINE

REMOVE 316.6 FT

CAP AND

ABANDON

EXISTING

WATER LINE

CAP AND

ABANDON EXISTING

WATER LINE

CAP AND

ABANDON EXISTING

WATER LINE

PROPOSED

TANK

DRAIN LINE

EXISTING WATER TANK

DEMO PER SPECS

C8C7S2

EXISTING ACCESS

ROAD

PROPOSED WATER

LINE MAIN

EXISTING WATER MANHOLE

NATIVE ARCHEOLOGICAL RESOURCES AREA

- LIMIT DISTURBANCE TO ACCESS POINTS

CONSTRUCTION ACCESS

POINTS TO BORE PITS

0+50

.1

.7

1+00

.4

.9

1+50

.9

.1

2+00

.1

.0

2+50

.6

.9

3+00

.8

.9

3+50

.1

.9

4+00

.4

.9

4+50

.6

.9

5+00

.6

.9

5+50

.2

.8

VPI STA: 0+00.00

EL=2011.59

TOP OF PIPE

4 IN DR 11 HDPE, L=446.0 FT

EXISTING GROUND

EXISTING GROUND

VPI STA: 4+98.34

EL=1986.05

TOP OF PIPE

4 IN DR 11 HDPE, L=4.2 FT

4 IN DR 11 HDPE, L=180.5 FT

4 IN DR 11 HDPE, L=306.9 FT

VPI STA: 1+86.24

EL=2004.83

TOP OF PIPE

4 IN DR 11 HDPE, L=306.9 FT

4 IN VALVE

AND THRUST BLOCK

4 IN VALVE

AND THRUST

BLOCK

4 IN VALVE AND THRUST BLOCK

9 IN

COVER

TANK DRAIN LINE

199619

199819

20022003

201120122013

4 IN DR 11 HDPE, L=446.0 FT

4 IN DR 11 HDPE, L=306.9 FT

4 IN DR 11 HDPE, L=180.5 FT

0+00

1+00

2+00

3+00

4+00

5+00 6+00

WATERLINE PLAN & PROF

STA 0+00 TO STA 5+60

THEODORE ROOSEVELT NATIONAL PARK

C3

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

TANK FILL LINE

SEE SHEET C6

EXISTING WELL

PROPOSED TANK PAD

SEE SHEET C7 FOR

GRADING AND SHEET

S1 FOR FOUNDATION

EXISTING WATER LINE

(APPROXIMATE LOCATION)

TANK OVERFLOW

LINE

SEE SHEET C6

EXISTING ACCESS

ROAD

EXISTING BURIED

POWER LINE

BORE PIT

ABANDON WATER LINE REMOVE WATER LINE

ABANDON

WATER LINE

REMOVE WATER LINE

C9 D

C9 D

C9 D

WATER TANK

C8 A

OPEN TRENCH FROM

0+00 TO 4+93

OPEN TRENCH FROM

0+00 TO 4+93

M

AT

C H

LI

N

E

SH

EE

T

C

BORE PIT

BORED

OPEN CUT

5+50

.2

.8

6+00

.4

.7

6+50

.5

.7

7+00

.1

.6

7+50

.7

.6

8+00

.2

.5

8+50

.3

.4

9+00

.9

.4

9+50

.3

.1

10+00

.7

.1

10+50

.3

.1

11+00

.4

.1

4 IN DR 11 HDPE, L=300.1 FT4 IN DR 11 HDPE, L=446.0 FT

EXISTING GROUND

EXISTING GROUND

VPI STA: 9+40.37

EL=1950.14

TOP OF PIPE

4 IN VALVE

4 IN 22.50° ELBOW

74197

4 IN DR 11 HDPE, L=300.1 FT

197419761977

19781979

4 IN DR 11 HDPE, L=446.0 FT

4 IN DR 11 HDPE, L=446.0 FT

6+00

7+00

8+00

9+00

10+00

11+00

4 IN 22.50° ELBOW

WATERLINE PLAN & PROF

STA 5+60 TO STA 11+00

THEODORE ROOSEVELT NATIONAL PARK

C4

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

BORE PIT

EXISTING WATER LINE

(APPROXIMATE LOCATION)

TO BE ABANDONED

C9 D

M

AT

C H

LI

N

E

SH

EE

T

C

M

AT

C H

LI

N

E

SH

EE

T

C

BORE PIT

11+00

.4

.1

11+50

.0

.0

12+00

.1

.0

12+50

.3

.0

13+00

.2

.0

13+50

.4

.0

14+00

.2

.0

14+50

.2

.0

15+00

.3

.0

15+50

.7

.0

16+00

.4

.9

16+50

.9

.9

EXISTING GROUND

4 IN VALVE

4 IN DR 11 HDPE, L=568.7 FT4 IN DR 11 HDPE, L=300.1 FT

4 IN 45.00° ELBOW

4 IN DR 11 HDPE, L=1.2 FT

4 IN

D

R 11 HDPE, L=300.1 FT

4 IN DR 11 HDPE, L=568.7 FT

11+00

12+00

13+00

14+00

15+00

16+00

17+00

4 IN 45.00° ELBOW

WATERLINE PLAN & PROF

STA 11+00 TO STA 16+40

THEODORE ROOSEVELT NATIONAL PARK

C5

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

BORE PIT

C9 D

M

AT

C H

LI

N

E

SH

EE

T

C

M

AT

C H

LI

N

E

SH

EE

T

C

17+00

.8

.9

17+50

.2

.9

18+00

.5

.9

18+50

.9

.9

19+00

.9

.9

19+50

.1

.9

4 IN DR 11 HDPE, L=150.8 FT

VPI STA: 19+65.59

EL=1949.90

TOP OF PIPE

EXISTING GROUND

4 IN VALVE

19581959

4 IN DR 11 HDPE, L=150.8 FT4 IN DR 11 HDPE, L=568.7 FT

4 IN VALVE

STA: 19+64

17+00 18+00 19+00 19+66

WATERLINE PLAN & PROF

STA 16+40 TO STA 19+49

THEODORE ROOSEVELT NATIONAL PARK

C6

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

BORE PIT

CONNECT TO EXISTING

DRAIN MANHOLE

EXISTING WATER LINE

(APPROXIMATE LOCATION)

TO BE ABANDONED

C9 A

C9 D

M

AT

C H

LI

N

E

SH

EE

T

C

0+00

.1

.2

0+50

.5

.4

1+00

.6

.6

EXISTING GROUND

2 IN DR 11 HDPE,

L=6.2 FT, S=0.49%

2 IN DR 11 HDPE, L=52.1 FT

2 IN 90.00° ELBOW

AND THRUST BLOCK

2 IN DR 11 HDPE,

L=55.7 FT, S=-0.53%

2 IN DR 11 HDPE, L=25.5 FT

2 IN TEE AND THRUST BLOCK

VPI STA: 0+05.94

EL=2010.20

TOP OF PIPE

TIE TO TANK PIPE

VPI STA: 1+42.90

EL=2015.44

TOP OF PIPE

CONTRACTOR

TO VERIFY

2 IN DR 11 HDPE, L=6.2 FT

2 IN DR 11 HDPE, L=52.1 FT

0+00

1+00

1+48

2 IN 90.00° ELBOW

TIE TO EXISTING LINE

CONTRACTOR TO VERIFY

2 IN DR 11 HDPE, L=25.5 FT

2 IN DR 11 HDPE, L=55.7 FT

2 IN TEE

0+00

.1

.2

0+50

.9

.8

1+00

.8

.4

1+50

.7

.0

2 IN DR 11 HDPE,

L=1.3 FT, S=0.73%

EXISTING GROUND

4 IN DR 11 HDPE, L=161.1 FT, S=0.85%

2 IN TEE

AND THRUST BLOCK

TANK FILL LINE

4 IN WYE (TANK DRAIN)

9 IN

COVER

VPI STA: 0+07.74

EL=2010.25

TOP OF PIPE

VPI STA: 1+69.20

EL=2008.87

TOP OF PIPE

DAYLIGHT PIPE

2 IN CURB STOP

2 IN DR 11 HDPE, L=5.0 FT

0+00 1+00

1+73

2 IN DR 11 HDPE, L=1.3 FT

4 IN DR 11 HDPE, L=161.1 FT4 IN DR 11 HDPE, L=161.1 FT

4 IN WYE

TIE INTO TANK DRAIN PIPE

2 IN DR 11 HDPE, L=5.0 FT

2 IN CURB STOP

STA: 0+02

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

TANK FILL LINE

TANK DRAIN LINE

THEODORE ROOSEVELT NATIONAL PARK

C7

EXISTING TANK FILL LINE

(APPROXIMATE LOCATION)

EXISTING

WELL

PROPOSED

TANK PAD

SEE SHEET C5

EXISTING WATER LINE

(APPROXIMATE LOCATION)

PROPOSED WATER LINE

(SEE SHEETS C2-C5)

PROPOSED TANK

OVERFLOW LINE

PROPOSED TANK FILL LINE

PROPOSED WATER LINE

(SEE SHEETS C2-C5)

PROPOSED TANK

FILL LINE

EXISTING WELL

PROPOSED TANK PAD

SEE SHEET C5

PROPOSED TANK DRAIN LINE

EXISTING ACCESS

ROAD

EXISTING BURIED

POWER LINE

EXISTING ACCESS

ROAD

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

RIP RAP

PIPE OUTLET

5 FT X 5 FT

C9 C

WATER TANK

C8 A

WATER TANK

C8 A

ABANDON

WATERLINE

2 IN PVC

2 INPVC

EXISTING 2 IN TEE &

2 IN CURB VALVE & BOX

(APPROXIMATE LOCATION)

EXISTING 2 IN X 2 IN X 2IN TEE

(APPROXIMATE LOCATION)

OPEN CUT

OPEN CUT

OPEN CUT

OPEN CUT

CONTRACTOR TO DEMOLISH EXISTING BURIED

CONCRETE STORM TANK. TANK LID SHOULD BE

JACKHAMMERED AND CRUSHED INTO BURIED TANK.

THE EXISTING EXISTING SHOULD BE REMOVED AND

DISPOSED OF. TANK SHOULD BE BACKFILLED WITH

CLEAN CUT FROM TANK TAD INSTALLATION. THE

PARK WILL BE RESPONSIBLE FOR SUPPLYING THE

SEED FOR REESTABLISHING VEGETATION

AROUND THE TANK DEMO AREA.

2019.70 FG

2019.70 FG

TOP OF PAD

TOP OF CUT

TOE OF FILL

-1:3.0

-1:3.0

PROPOSED WATER TANK

PROPOSED WATER LINE

SEE SHEET C2 FOR DETAILS

PROPOSED TANK FILL LINE

SEE SHEET C6 FOR DETAILS

PROPOSED TANK DRAIN LINE

SEE SHEET C6 FOR DETAILS

RIP RAP SLOPE

AND BOTTOM

5 FT X 5 FT

PROPOSED TANK DRAIN LINE

SEE SHEET C8 FOR DETAILS

PROPOSED 2 IN CURB STOP

SEE SHEET C6 FOR DETAILS

PROPOSED 4" VALVE

SEE SHEET C2 FOR DETAILS

4 0 4 8

SCALE IN FEET

C8 A

C8

B BARBED WIRE

FENCE

SITE PLAN

WATER TANK PAD

THEODORE ROOSEVELT NATIONAL PARK

C8

DETAILS

WATER TANK

THEODORE ROOSEVELT NATIONAL PARK

C9

INFLOW LINE FROM WELL

2" DR11 HDPE 90° BEND

AND THRUST BLOCK

CONNECT TO TANK FILL LINE

SEE SHEET C6 FOR DETAILS

SEALED INLET

INTO TANK

1 FT

OVERFLOW PIPE

SHALL HAVE 24-MESH,

NON-CORRODIBLE SCREEN

LOCATED SUCH TO PREVENT

VANDALISM

WATERTIGHT HATCH

ACCESS MANHOLE WITH A 4 IN. CURB AND A

2 IN. OVERHANGING COVER. COVER SHALL BE

WATERTIGHT, BE HINGED ON ONE SIDE, AND

HAVE A LOCKING DEVICE. MANHOLE SHALL

COMPLY WITH OSHA CONFINED SPACE

REQUIREMENTS AND BE A MINIMUM OF 3' WIDE

DIAMETER.

VENT WITH 24-MESH,

NON-CORRODIBLE SCREEN

LOCATED AS SUCH TO PREVENT

VANDALISM

2 FT4 IN

12 FT

CAGED ACCESS

LADDER

SMOOTH-NOSED

SAMPLING TAP

4 IN DR11 HDPE 90° BEND

AND THRUST BLOCK

CONNECT TO WATER LINE MAIN

SEE SHEET C2 FOR DETAILS

4 IN DR11 HDPE 90° BEND AND THRUST BLOCK

4 IN DR11 HDPE 45° BEND AND THRUST BLOCK

4 IN VALVE AND THRUST BLOCK

(PLACE VALVE NEXT TO TEE)

4 IN DR11 HDPE, L=16 FT, S=0.85%

CONNECT TO DRAIN LINE TEE

SEE SHEET C6 FOR DETAILS

ROOF HANDRAILS

15 FT

15 FT

TOP OF PAD SEE

SHEET C7 FOR

GRADING DETAILS

3:1

3:1

NOT TO SCALE

WATER TANK DETAILSA

NOT TO SCALE

WATER TANK FENCE GATE DETAILB

12 IN

10 IN

10 IN

10 IN

10 IN

5 FT

10 IN

GLASS-LINED PREFABRICATED STEEL TANK

20,000 GALLONS, 15 FT DIAMETER

SEE STRUCTURAL FOR

FOUNDATION DETAILS

0.8 FT

LOW WATER

ALARM

(1,000 GAL.)

1.9 FT

PUMP ON

(2,500 GAL.)

6.0 FT

PUMP ON

(2,500 GAL.)

PUMP OFF

(8,000 GAL.)

6.8 FT

HIGH WATER

ALARM

(9,000 GAL.)

SEE ELECTRICAL

FOR PUMP AND

ELECTRICAL DETAILS

3.5"

14 - GAUGE HIGH

TENSILE BARBED WIRE

ROOF OPENING AND MOUNT

FOR ROSEMOUNT 1208 LEVEL

TRANSMITTER OR APPROVED

EQUAL

TRANSDUCER AND CONTROLLER NOTE:

- CONNECTION TYPE: N: NPT 1-1/2

- HAZARDOUS LOCATIONS CABLE OPTION: EX: HAZARDOUS

LOCATIONS ZONE 2 CABLE OPTIONS

- PROCESS CONNECTION TYPE: BZN: MOUNTING BRACKET,

STANDARD, FOR PIPE/CEILING/WALL, 316L

- CABLE OPTION: E03: CABLE ASSEMBLY, 4P A-CODE,

12 FEMALE ANGLED - UNTERMINATED, IP66/IP68, 50M

(MAX 20M FOR IO-LINK)

3 FT

8' HEAVY DUTY STUDDED

STEEL TEE POST DRIVEN

3' BELOW GROUND

TRU CATCH GATE LATCH

OR APPROVED EQUAL MOUNTED

ON TOP OF 8' x 2" 15 - GAUGE

FENCE POST

8' x 2" 15 - GAUGE

FENCE POST

5 FT GATE OPENING

WIRE BOTTOM LOOP

TO HOLD BASE OF GATE

TO POST

1'-6"

CLEAR

1'-6"

DEPTH

MAX SIZE 1"

2" CURB VALVE

1" CURB VALVE

4"X4"X2" TEE

CURB VALVES SUPPORTED WITH

15"X15"X6" CURED CONCRETE BLOCK

2" PIPE

2" PIPE BRING TO GRADE FOR

CONNECTION AS REQUIRED

MUELLER MARK II

ORISEAL 175# 180F

OR APPROVED EQUAL

1" PIPE DRAIN LINE & CAP

NEW 4" PE PIPE

NOT TO SCALE

VALVE DETAILD

' M

IN

C

O V

E R

SEE VALVE THRUST

BLOCKING DETAIL

FINISH SURFACE

#14 COATED TRACE WIRE

PLACED INSIDE SMALL DIAMETER

PVC CONDUIT EXTENDED TO TOP

AND INSIDE OF VALVE BOX

5" ADJUSTABLE C.I. VALVE BOX

SET PLUMB AND CENTER OVER

VALVE OPERATING NUT

"5 C.I. VALVE BOX BELL

3/4" MINUS

BEDDING

MATERIAL

UNDISTURBED

SOIL

LEEMCO, INC. VALVE

MODEL LMV-44BBHDSS

OR APPORVED EQUAL

DETAILS ----

THEODORE ROOSEVELT NATIONAL PARK

C10

NOT TO SCALE

TRACER WIRE DETAILSE

TRACER WIRE CONTRACTOR TO

SECURE TRACER WIRE

TO PIPE

WATER MAIN

PIPE

NOT TO SCALE

CONNECTION & DRAIN MANHOLEA

NOT TO SCALE

THRUST BLOCK DETAILB

MUELLER H-15156, MUELLER 300 SERIES

BALL VALVE, FORD B-66 SERIES CURB VALVE

OR APPROVED EQUAL.

2" P.E. CLASS 200

DR 11 SERVICE LINE

#14 COATED TRACE WIRE, EXTENDED ALONG

OUTSIDE OF CURB BOX AND LEAVE 12" OF

SLACK AND WRAP AROUND TOP OF CURB BOX

MUELLER H-10302 1 12" ORISEAL

OR APPROVED EQUAL

EXTENSION CURB BOX TO BE PLACED

AS SHOWN ON PLANS. SET PLUM AND

CENTER OVER OPERATING VALVE

INSTALL LEVEL WITH

FINISH GRADE

NOT TO SCALE

CURB STOP DETAILC

FITTING

SIZES

4"

6"

8"

10"

12"

14"

TEES & PLUGS 90° BEND 45° BEND & WYES REDUCERS &

22 1/2" BEND

DIMENSIONS FOR THRUST BLOCKING

A

1'-7"

2'-0"

2'-8"

3'-4"

4'-0"

5'-5"

B

1'-2"

1'-11"

2'-6"

3'-3"

3'-10"

3'-10"

A

1'-9"

2'-5"

3'-2"

4'-0"

4'-8"

6'-6"

B

1'-6"

2'-2"

3'-0"

3'-10"

4'-8"

4'-11"

A

1'-8"

1'-10"

2'-5"

3'-0"

3'-8"

4'-9"

B

0'-10"

1'-7"

2'-1"

2'-9"

3'-3"

3'-5"

A

1'-7"

1'-9"

1'-9"

2'-2"

2'-7"

3'-5"

B

0'-6"

0'-10"

1'-6"

1'-11"

2'-3"

2'-5"

NOTES:

1. THIS TABLE IS BASED ON 2000 PSF SOIL BEARING PRESSURE AND 150 PSI MAIN

PRESSURE.

2. WRAP ALL FITTINGS WITH POLYETHYLENE PRIOR TO PLACING CONCRETE.

6S4

S4

S4

2S4

3S4

20'-0"

1'-4" WIDE x 3'-0" DEEP (MIN.)

CONCRETE GRADE BEAM AT

INTERIOR ON 6" VOID WITH

(4)-#8 AT TOP AND BOTTOM

AND #4 STIRRUPS AT 1'-4" O.C.

AND SETS OF (2)-#5 HORIZONTAL

AT 1'-0" O.C. AT SIDES OF BEAMS.

(TWO INTERIOR BEAMS)

1'-4" WIDE x 4'-0" DEEP (MIN.) CONCRETE

GRADE BEAM AT EDGE ON 6" VOID WITH

(4) #8 AT TOP AND BOTTOM AND #4

STIRRUPS AT 1'-4" O.C. AND SETS OF (2) #5

HORIZONTAL AT 1'-0" O.C. AT SIDES OF BEAMS.

(FOUR SIDES OF PLATFORM)

1'-0" THICK CONCRETE

SLAB ON 6" VOID WITH

#6 AT 1'-0" O.C., EACH

WAY, TOP AND BOTTOM

(10) HELICAL PIPE PILES AT

LOCATIONS SHOWN WITH 2 1/2" MIN.

PIPE DIAMETER x 30'-0" DEEP AND 12"

SINGLE HELIX AT BOTTOM. (CAPACITY

AND NUMBER TO BE VERIFIED WITH

FIELD TESTING AND CONFIRMED

PRIOR TO CONSTRUCTION).

TOTAL LOAD ON EACH PILE

SHOWN = 40K = DL+SL+TANK.

20'-0"

GLASS-LINED PREFABRICATED STEEL TANK,

20,000 GALLONS, 15'-0" DIAMETER

MAXIMUM. COORDINATE SUPPORT

AT CONCRETE SLAB PLATFORM

WITH ENGINEER OF RECORD.

1S4

S4

S4

20 0 20 40 HORZ.

01 1 2 VERT.

SCALE IN FEET

STRUCTURAL

FOUNDATION PLAN

S1

GENERAL NOTES

1. LIVE LOADS USED IN DESIGN:

A. ROOF (SNOW) 30 PSF

B. MAIN LEVEL SLAB 200 PSF

C. RISK CATEGORY II

SEISMIC FACTOR IE 1.0

SNOW FACTOR IS 1.0

D. WIND

WIND SPEED, Vult 115 MPH (ULTIMATE) WIND SPEED, Vasd 90 MPH (ASD)

EXPOSURE C

E. SNOW

GROUND SNOW LOAD Pg 30 PSF SNOW EXPOSURE FACTOR Ce 1.0 THERMAL FACTOR Ct 1.0

F. WIND

WIND SPEED, Vult 115 MPH (ULTIMATE) WIND SPEED, Vasd 90 MPH (ASD)

EXPOSURE C

INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.550 (OPEN)

+/- 0.18 (CLOSED)

WIND PRESSURE FOR COMPONENTS AND CLADDING:

ZONE 1, ROOF (TYPICAL) 52.2 PSF

ZONE 2, ROOF (EDGES, RIDGES, HIPS) 66.1 PSF

ZONE 3, ROOF (CORNERS) 66.1 PSF

ZONE 4, WALL (TYPICAL) 33.6 / -35.7 PSF

ZONE 5, WALL (CORNERS) 33.6 / -42.0 PSF

PARAPETS (TYPICAL) 76.2 PSF

PARAPETS (CORNERS) 76.2 PSF

C & C NOTES:

1. THE PRESSURES LISTED ARE IN ACCORDANCE IBC AND ASCE 7 AND THE

DESIGN FORCES USED BY THE SUBCONTRACTOR FOR A SPECIFIC

APPLICATION ARE THE RESPONSIBILITY OF THE SUBCONTRACTOR.

2. WIND PRESSURES ARE ULTIMATE DESIGN LEVEL.

3. PRESSURES INDICATED ARE BASED ON A 10 SQUARE FEET EFFECTIVE

WIND AREA.

4. REFERENCE ASCE 7 FOR ZONE DEFINITIONS AND EXTENT OF ZONES.

5. SUBMIT DESIGN CALCULATIONS PREPARED BY COLORADO LICENSED

PROFESSIONAL ENGINEER FOR ANY DESIRED MODIFICATION TO THE

STATED PRESSURES.

G. SEISMIC

SOIL SITE CLASS D

DESIGN CATEGORY B

SS 0.063 g S1 0.024 g SDS 0.067 g SD1 0.038 g

H. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.

I. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2018 EDITION PLUS LOCAL

AMENDMENTS.

2. TESTING, INSPECTIONS AND OBSERVATIONS:

A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.

STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE

CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED

INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL

INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL

BUILDING CODE.

B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS

SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.

1. SOIL PREPARATION

a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL

AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR

CONFORMANCE WITH THE APPROVED REPORT.

2. CONCRETE CONSTRUCTION

a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT.

b. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER

THAN ASTM A706.

c. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE

PRIOR TO AND DURING PLACEMENT OF CONCRETE.

d. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX.

e. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED

TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND

AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE

CONCRETE.

f. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

g. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

3. STEEL CONSTRUCTION - COMPLY WITH AISC 360, CHAPTER N.

a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION

EXCEPT THE FOLLOWING:

1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN

ACCORDANCE WITH AISC 360, CHAPTER N.

b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT

DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,

WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE

VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE

MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS

IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP

WELDING.

1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.

2. WELDING OF STAIRS AND RAILING SYSTEMS.

c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS

AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED.

d. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND

MANUFACTURER'S CERTIFIED MILL TEST REPORTS.

e. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS

FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF

COMPLIANCE.

3. DEFERRED SUBMITTAL

A. DEFERRED SUBMITTALS PER SECTION 107.3.4.1 SHALL BE SUBMITTED TO THE BUILDING

OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.

B. DEFERRED SUBMITTALS ARE:

1. PIPE PILE / SCREW PILE INFORMATION AND TEST RESULTS

C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE

LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE

DOCUMENTS.

4. SLAB ON GRADE

A. THE SLAB ON GRADE SELECTED BY THE OWNER AT THE GROUND FLOOR LEVEL OF THIS

BUILDING HAS SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING

SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES (3) THREE FEET OF

OVER-EXCAVATED FILL TO BE PLACED. REFERENCE THE PROJECT SOILS REPORT FOR

SPECIFIC REQUIREMENTS.

B. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT

ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE

CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION

REQUIREMENTS TO THE GEOTECHNICAL ENGINEER.

C. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED

TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION

DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE

REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE

RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH

THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.

5. FOUNDATIONS

A. MAXIMUM SOIL DESIGN PRESSURE 2000 PSF

B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 22005370.04

BY IMEG CORPORATION, DATED DECEMBER 7, 2023.

C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING

ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY

CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS

SHALL BE A MINIMUM OF 12" BELOW EXTERIOR GRADE.

D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR

PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL

SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM

D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE

ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL

REPORT FOR DESCRIPTION OF BEARING SOIL).

E. ENTER ALL FOOTINGS/PIERS UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED

OTHERWISE ON PLANS.

F. NEW STEEL PIPE PILES/SCREW PILES: EXISTING FOUNDATIONS ARE TO HAVE

ADDITIONAL SUPPORT PROVIDED BY NEW STEEL PIPE PILES. THE INFORMATION

SHOWN ON THE DRAWINGS IS FOR PRICING PURPOSES ONLY. THE LOADING

INFORMATION IS PROVIDED FOR THE VARIOUS LOCATIONS WITH THE NEW PIPE PILES.

SITE TESTING AND CONFIRMATION OF THE CAPACITY OF THE PROPOSED PIPE PILES IS

THEIR RESPONSIBILITY OF THE SUBCONTRACTOR SUPPLIER. THE DESIGN CAPACITY OF

THE PIPE PILES IS ALSO THE RESPONSIBILITY OF THE SUPPLIER. THE DESIGN

CALCULATIONS SHALL BE STAMPED AND SIGNED FOR BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE OF COLORADO. ANY VARIATIONS OF THIS INFORMATION MUST

BE ACKNOWLEDGED AND COORDINATED WITH THE ENGINEER OF RECORD PRIOR TO

CONSTRUCTION.

6. CONCRETE

A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT,

STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:

CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ.

FOOTINGS/DRILLED PIERS 4000 psi STD 0.45 6%-8% FOUNDATION WALLS 4000 psi STD 0.45 6%-8% GRADE BEAMS (*) 4000 psi STD 0.45 6%-8% EXTERIOR CONCRETE (++) 4500 psi STD 0.45 6%-8%

B. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED WC1.5 33 F'C (OR

57,000 F'C NORMAL WEIGHT CONCRETE). GENERAL CONTRACTOR TO PROVIDE THE

ENGINEER OF RECORD WITH MODULUS OF ELASTICITY TEST RESULT.

C. CALCIUM CHLORIDE SHALL NOT BE USED. FLYASH (CLASS C) SHALL NOT BE USED.

POZZOLANS SHALL NOT BE USED WITHOUT PRIOR APPROVAL BY ENGINEER OF

RECORD. IF APPROVED, POZZOLANS SHALL BE LIMITED TO 25 % OF CEMENT CONTENT

BY WEIGHT IN ALL OTHER STRUCTURAL ELEMENTS.

D. FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A

HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF

SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE

SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE

ENGINEER.

E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE

WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE

STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF

CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.

F. GENERAL CONTRACTOR TO SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS FOR

ALL ELEVATED STRUCTURAL SLABS AND WALLS FOR ENGINEER'S REVIEW. GENERAL

CONTRACTOR TO SUBMIT PROPOSED SLAB-ON-GRADE SAWCUT LOCATIONS FOR

ENGINEER AND ARCHITECT'S REVIEW.

G. SHORING AND RESHORING OF ELEVATED CONCRETE IS RESPONSIBILITY OF GENERAL

CONTRACTOR.

7. REINFORCEMENT

A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM

A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE

DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60.

A. REINFORCEMENT CLEAR COVER PROTECTION MILDLY REINFORCED UNLESS NOTED

OTHERWISE:

1. CONCRETE POURED AGAINST EARTH 3"

2. CONCRETE POURED ON VOID FORM 2"

3. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH)

BARS #5 AND SMALLER 1-1/2"

BARS LARGER THAN #5 2"

2. COLUMNS AND BEAMS (TIE BARS) 1-1/2"

3. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4"

B. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH

OF ACI 318, LATEST EDITION.

C. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR

AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL

BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A

MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED

OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS.

D. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN

CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT

EACH CORNER.

E. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS

FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS.

F. PLACE (3)-#5 VERTICALLY FULL HEIGHT OF CONCRETE WALLS AT HIGH SIDE OF ALL

WALL STEPS GREATER THAN 4'-0", IN ADDITIONAL TO WALL REINFORCING SHOWN ON

PLANS.

8. POST-INSTALLED ANCHORAGES

A. ALL POST-INSTALLED ANCHORS AND BOLTS SHALL MEET ICC-ES COMPLIANCE FOR

EACH TYPE OF APPLICATION.

B. ALL CONCRETE MUST BE A MINIMUM OF 14 DAYS OLD AND ACHIEVED 100% OF f'c PRIOR

TO INSTALLATION OF ANCHORS.

C. GENERAL CONTRACTOR TO SUBMIT ALL POST-INSTALLED PRODUCT DATA FOR REVIEW.

D. POST-INSTALLED ANCHORAGES SHALL BE INSTALLED ACCORDING TO THE

MANUFACTURES REQUIREMENTS, INCLUDING THE PREPARATION AND CLEANING OUT

OF DRILLED HOLES.

E. THE FOLLOWING ARE THE ACCEPTABLE POST-INSTALLED ANCHORAGES AS

MANUFACTURED BY HILTI, INC.

1. ADHESIVE ANCHORS IN CONCRETE SHALL BE HIT HY-200 OR HIT-RE 500 V3

2. ADHESIVE ANCHORS IN SOLID GROUTED CMU SHALL BE HIT HY-70

3. ADHESIVE ANCHORS IN HOLLOW CMU SHALL BE HIT HY-70 WITH REQUIRED

SCREENS.

4. MECHANICAL ANCHORS IN CONCRETE SHALL BE KWIK BOLT TZ OR KWIK HUS-EZ

5. MECHANICAL ANCHORS IN CONCRETE ON METAL DECK SHALL BE KWIK BOLT TZ

OR KWIK HUS-EZ

6. MECHANICAL ANCHORS IN SOLID GROUTED CMU SHALL BE KWIK BOLT 3 OR KWIK

HUS-EZ

7. MECHANICAL ANCHORS IN HOLLOW CMU SHALL BE KWIK CON II+

F. THE FOLLOWING ARE THE ACCEPTABLE POST-INSTALLED ANCHORAGES AS

MANUFACTURED BY SIMPSON STRONG-TIE.

1. ADHESIVE ANCHORS IN CONCRETE SHALL BE SET-XP OR AT-XP

2. ADHESIVE ANCHORS IN SOLID GROUTED CMU SHALL BE SET-XP OR ET-HP

3. ADHESIVE ANCHORS IN HOLLOW CMU SHALL BE SET-XP

4. MECHANICAL ANCHORS IN CONCRETE SHALL BE STRONG-BOLT 2 OR TITEN HD

5. MECHANICAL ANCHORS IN CONCRETE ON METAL DECK SHALL BE STRONG-BOLT

2 OR TITEN HD

6. MECHANICAL ANCHORS IN SOLID GROUTED CMU SHALL BE STRONG-BOLT 2 OR

TITEN HD

7. MECHANICAL ANCHORS IN HOLLOW CMU SHALL BE TITEN OR TITEN HD.

G. ALTERNATES MUST BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO

INSTALLATION. GENERAL CONTRACTOR TO SUBMIT PRODUCT AND TESTING DATA,

INCLUDING MANUFACTURER'S INFORMATION AS WELL AS ICC EVALUATION SERVICES

REPORT.

9.STRUCTURAL STEEL

A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS

WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH

SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST

EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.

MISCELLANEOUS STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A36 UNLESS

NOTED OTHERWISE. MISCELLANEOUS EMBEDDED STEEL ITEMS SHALL BE A36 STEEL

UNLESS NOTED OTHERWISE.

B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT

CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GR. 36 UNLESS

NOTED OTHERWISE.

C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE

LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION."

D. EXCEPT WHERE DETAILED OTHERWISE, FABRICATOR SHALL SELECT STEEL

CONNECTIONS PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A

AND/OR AISC "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED

EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN

LOADS ARE NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM

LOAD CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM

AND SPAN FOR NON-COMPOSITE MEMBERS.

E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY

STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1.

F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS

FILLET UNLESS NOTED OTHERWISE.

G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT

SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES).

H. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL

STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR

LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT

LATERAL SYSTEMS AND DECKS ARE IN PLACE.

I. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP

DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS

TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.

10.NON-STRUCTURAL ELEMENTS

A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR

SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND

OTHER STRUCTURAL MOVEMENTS.

B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET

ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE

ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED

UNRESTRAINED UNLESS NOTED OTHERWISE.

11.GENERAL

A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS.

G. THE SOILS REPORT PROVIDES FOLLOWING INFORMATION FOR PIPE PILES/SCREW PILES:

A. DESIGN TO PENETRATE SOFT CLAY SOILS AND BEAR INTO GRAVEL AND COBBLE SOILS.

B. TOP OF GRAVEL/COBBLE SOILS AT APPROXIMATELY 35 FEET BELOW INSIDE FINISHED FLOOR.

C. REFUSAL INTO LAYER SHOULD BE ATTAINED WITH 3 FEET TO 15 OF PENETRATION.

D. CAPACITY OF PILES TO BE DETERMINED AT SITE BASED ON RESULTS OF SITE LOAD TESTING.

E. TEST RESULTS TO BE SUBMITTED TO SOILS ENGINEER AND STRUCTURAL ENGINEER

FOR REVIEW AND COORDINATION.

12.STEEL HELICAL PILES

A. STEEL HELICAL PILES SHALL BE ACCURATELY CENTERED AT THE PROPER LOCATIONS

AND INSTALLED PLUMB. INSTALL TO THE FOLLOWING TOLERANCES:

TOP ELEVATION ±1/2”

PLUMB WITHIN 1°

PILE CENTERLINE WITHIN 3”

B. PILE DESIGN SHALL BE DESIGNED TO MEET THE SPECIFIED LOADING AS SHOWN ON

PLAN AND A DEFLECTION CRITERIA OF 1/2” DIFFERENTIAL AND 1” TOTAL SETTLEMENT,

UNLESS OTHERWISE NOTED.

C. INSPECTION AGENCY SHALL KEEP A RECORD OR LOG OF EACH PILE AS INSTALLED

SHOWING LOCATION, TOP AND BOTTOM ELEVATIONS, DIAMETERS, DATE INSTALLED,

TYPE OF STRATA ENCOUNTERED, AND ANY OTHER PERTINENT INFORMATION.

D. HELICAL PILE CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS AND SHOP

DRAWINGS STAMPED AND CERTIFIED BY A QUALIFIED PROFESSIONAL STRUCTURAL

ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. SHOP

DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE ARCHITECT/STRUCTURAL

ENGINEER AND SHALL INCLUDE HELICAL PILE COMPONENTS, CORROSION PROTECTION

SYSTEM, PILE TOP ATTACHMENT, AND HELIX DETAIL

STRUCTURAL GENERAL

NOTES

S2

SECTION 1

3/4" = 1'-0"

1'- 0"

RE: PLAN FOR REINFORCING

RE: PLAN FOR REINFORCING

6" VOID TYP.

1'-4"

6" VOID TYP.

SECTION 2

3/4" = 1'-0"

1'- 0"

RE: PLAN FOR REINFORCING

6" VOID TYP.

1'-4"

6" VOID TYP.

SECTION 3

3/4" = 1'-0"

3'- 0"

M

IN

RE: PLAN FOR REINFORCING

6" VOID TYP.

1'-4"

4'- 0"

M

AX

RE: SECTION 1/S3 FOR

ADDITIONAL INFORMATION

1'- 0"

HELICAL PIPE PILE SECTION 4

3/4" = 1'-0"

1'- 0"

RE: PLAN FOR REINFORCING

RE: PLAN FOR REINFORCING

6" VOID TYP.

1'-4"

6" VOID TYP.

SECTION 5

3/4" = 1'-0"

1'- 0"

RE: PLAN FOR REINFORCING

6" VOID TYP.

1'-4"

6" VOID TYP.

RE: PLAN FOR

HELICAL PIPE PILE

SECTION 6

3/4" = 1'-0"

1'- 0"

6" VOID TYP.

1'-4"

6" VOID TYP.

RE: PLAN FOR

HELICAL PIPE PILE

GLASS-LINED PREFABRICATED STEEL TANK,

20,000 GALLONS, 15'-0" DIAMETER

MAXIMUM. COORDINATE SUPPORT

AT CONCRETE SLAB PLATFORM

WITH ENGINEER OF RECORD.

RE: PLAN FOR REINFORCING

PROVIDE STANDARD 90° HOOK

AT ENDS OF TOP REBAR MAT,

TYPICAL

#5 X DOWELS

AT 1'-4" O.C., TYPICAL

3' -0

10"

#4 X

AT TOP OF HELICAL

PILE PLATE, TYPICAL

1' -6"

CAP PLATE BY HELICAL

SUPPLIER, TYPICAL

STRUCTURAL

FOUNDATION SECTIONS

THEODORE ROOSEVELT NATIONAL PARK

S3

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

1 VIEW NAME

1/8" = 1'-0"

M101

SIMSIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

10'-0" HEIGHT ABOVE

PROJECT 0'-0"

1 INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

N O R HT

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE AND TAG KEY:

NEW WORK BY THIS CONTRACTOR (WIDE LINE)

NEW

EXISTING TO BE REMOVED (SHORT DASHED PATTERN)

NEW UNDERFLOOR OR UNDERGROUND (LONG DASHED PATTERN)

EXISTING TO REMAIN OR WORK BY OTHERS (NARROW LINE)

EXISTING

EXISTING TO BE REMOVED BY OTHERS (SHORT DASHED PATTERN)

EXISTING UNDERFLOOR OR UNDERGROUND (LONG DASHED PATTERN)

HALFTONING DOES NOT MODIFY SCOPE.

'TAG'-E TAGS WITH DASH 'E' INDICATES THE REFERENCED OBJECT IS EXISTING

TAG-1 UNDERLINED TAG INDICATES OBJECT IS IN-SCOPE. IF NEW, ADDITIONAL

INFORMATION IS AVAILABLE IN A SCHEDULE, MATERIAL LIST, OR SYMBOL LIST

INDICATES AN EXISTING SYSTEM'S POINT OF CONNECTION/REMOVAL

T101

PROJECT ALTITUDE: 2,865 FT. ABOVE SEA LEVEL

MD-SD-# 26 28 16 MOBILE DIAGNOSTICS SERVICE DISCONNECT.

REFER TO DISC/STA SCHEDULE

CB-# 26 28 16 CIRCUIT BREAKER - SURFACE MOUNTED.

REFER TO DISC/STA SCHEDULE

CB-# 26 28 16 CIRCUIT BREAKER - FLUSH MOUNTED.

REFER TO DISC/STA SCHEDULE

DS-#/FDS-#/DSS-# 26 28 16 DISCONNECT. REFER TO DISC/STA SCHEDULE

FA-LA 26 09 16 LAMP ANNUNCIATORLA

RI-TV 26 05 33 TV ANTENNA OUTLET ROUGH-INTV

FB-# or PT-# 26 27 26 FLOOR BOX or POKE THROUGH

JB 26 05 33 JUNCTION BOX

J J

ECONN 26 05 33 ELECTRICAL CONNECTION

E E

WW-# 26 05 35 ELECTRICAL WIREWAY w/ DEVICES SHOWN

WM-# 26 05 35 MULTI OUTLET SYSTEM

RI-TECH-C 26 05 33 TECHNOLOGY ROUGH-IN, CEILING

RI

RI-TECH-W 26 05 33 TECHNOLOGY ROUGH-IN, WALL PHONE

DPM 26 09 13/

26 24 13

DIGITAL POWER METERDPM

PANEL '###' 26 24 16 PANELBOARD - SURFACE MOUNT

PANEL '###' 26 24 16 PANELBOARD - RECESS MOUNT

IPC-# 26 24 22 INTEGRATED POWER CENTER

IPP-# 26 24 21 ISOLATED POWER PANEL

RIM 26 24 21 REMOTE LINE ISOLATION MONITORRIM

MG 26 24 21 MASTER GROUND STATION MODULEMG

PM 26 24 21 OPERATING ROOM POWER MODULEPM

GB 26 05 26 GROUND BUSGB

IBT 26 05 26 INTERSYSTEM BONDING TERMINATIONIBT

PB PB 26 09 16 MOMENTARY PUSHBUTTON OPERATOR

CPC 26 09 16 CONTROL POWER CABINETCPC

MX-#/MS-#

/CB-#/CS-#

26 24 19 MANUAL SWITCH / STARTER / COMBINATION

STARTER/ CIRCUIT BREAKER. REFER TO

DISC/STA SCHEDULE

ELECTRICAL SYMBOL LIST

SYMBOL: TAG: SPEC

SECTION:

DESCRIPTION:

MPC-# 26 24 23 PACKAGED POWER CENTER

DEM DEM ENERGY METER26 09 13

EEM EEM EXTERNAL ENERGY METER26 09 13

PQM PQM POWER QUALITY METER26 09 13

TR-#/DTR-# 26 22 00 TRANSFORMER. REFER TO

TRANSFORMER SCHEDULE

BD-# 26 25 00 BUSWAYB B B B

BP-# 26 25 00 BUSS PLUG - CIRCUIT BREAKER.

REFER TO DISC/STA SCHEDULE

BFP-# 26 25 00 BUSS PLUG - FUSIBLE DISCONNECT.

REFER TO DISC/STA SCHEDULE

BCS-# 26 25 00 BUSS PLUG - COMBINATION STARTER.

REFER TO DISC/STA SCHEDULE

BD-REC-# 26 25 00 BUSSWAY RECEPTACLE UNIT.

REFER TO DISC/STA SCHEDULE

R #

ITDM ITDM IMPULSE-TOTALIZING DEMAND26 24 13

RAS 26 24 21 REMOTE ANNUNCIATOR STATIONRAS

REC-DUP-GFI-R 26 27 26 GROUND FAULT DEVICEG

REC-TAMP-QUAD 26 27 26 QUAD RECEPTACLE, TAMPER RESISTANT, 125V

REC-DUP 26 27 26 DUPLEX RECEPTACLE, 125V

REC-DUP-GFI 26 27 26 DUPLEX GFI RECEPTACLE, 125V

REC-DUP-WP 26 27 26 DUPLEX GFI WEATHERPROOF RECEPTACLE 125VW

REC-QUAD 26 27 26 QUAD RECEPTACLE, 125V

REC-QUAD-GFI 26 27 26 QUAD GFI RECEPTACLE, 125V

ELECTRICAL SYMBOL LIST

SYMBOL: TAG: SPEC

SECTION:

DESCRIPTION:

DUPLEX RECEPTACLE CONTROLLED BY

OCCUPANCY

O REC-DUP-O 26 27 26

REC-PED-QUAD 26 05 33 RECEPTACLE - PEDESTAL STYLE

REC-DUP-PED 26 05 33 RECEPTACLE - PEDESTAL STYLE

REC-QUAD-USB 26 27 26 QUAD RECEPTACLE, USB 125V

U

REC-QUAD-WP 26 27 26 QUAD GFI WEATHERPROOF RECEPTACLE, 125V

W

REC-Z# 26 27 26 IEC PIN AND SLEEVE RECEPTACLE, 600V

PP# 26 27 23 POWER POLE

QUAD RECEPTACLE CONTROLLED BY

OCCUPANCY

O REC-QUAD-O 26 27 26

W/RI

RI RI-TECH 26 05 33 TECHNOLOGY OUTLET ROUGH-IN

EPO 26 09 16

26 32 13

EMERGENCY STOP / POWER OFF

(N.C. AND N.O CONTACT)

ES 26 09 16 EMERGENCY STOP, N.C. CONTACTES

ELECTRICAL ABBREVIATION KEY

AFF ABOVE FINISHED FLOOR

N.C. NORMALLY CLOSED

NIC NOT IN CONTRACT

N.O. NORMALLY OPEN

SV SOLENOID VALVE

ABBR: DESCRIPTION:

TYP TYPICAL

C CONDUIT

UON UNLESS OTHERWISE NOTED

GFI GROUND FAULT INTERRUPTER

TEMPERATURE CONTROLS CONTRACTORT.C.C.

SECURITY CONTRACTORS.C.

AUDIO/VISUAL CONTRACTORA.V.C.

NURSE CALL CONTRACTORN.C.C.

CIVIL CONTRACTORC.C.

ASBESTOS ABATEMENT CONTRACTOR

FIRE PROTECTION CONTRACTORF.P.C.

HEATING CONTRACTORH.C.

PLUMBING CONTRACTORP.C.

GENERAL CONTRACTORG.C.

MECHANICAL CONTRACTORM.C.

VENTILATION CONTRACTORV.C.

ELECTRICAL CONTRACTORE.C.

A.C.

CONTRACTOR ABBREVIATION KEY

ABBR: DESCRIPTION:

TECHNOLOGY CONTRACTORT.C.

CONSTRUCTION MANAGERC.M.

FOOD SERVICE CONTRACTORF.S.C.

1. ##-### INDICATES ELECTRICAL EQUIPMENT DEFINED IN ELECTRICAL SCHEDULES OR

SPECIFICATION. REFER TO DRAWINGS CONTAINING ELECTRICAL SCHEDULES. PERMANENT

NAMEPLATE SHALL MATCH FINAL EQUIPMENT NOMENCLATURE, NOT ELECTRICAL

EQUIPMENT TAG NAME, REFER TO SPECIFICATIONS.

ELECTRICAL MOUNTING SUBSCRIPT KEY:

A MOUNT AT +6" TO CENTERLINE ABOVE COUNTER OR BACKSPLASH

C MOUNT AT CEILING

H MOUNT ORIENTED HORIZONTALLY

L MOUNT IN CASEWORK

M MOUNT IN MODULAR FURNITURE

R MOUNT IN SURFACE RACEWAY

EWC ELECTRIC WATER COOLER

ELECTRICAL GENERAL NOTES:

DEVICE A = MOUNTING (IF APPLICABLE)

1 = CIRCUIT NUMBER

*IF LABEL IS ORIENTED HORIZONTALLY A SLASH WILL SEPARATE THIS

INFORMATION. EX: A / 1

DEVICE KEY:

1.

2.

3.

4.

5.

6.

7.

8.

1.

2.

3.

1.

A.

THE COMPLETE INSTALLATION SHALL BE IN ACCORDANCE WITH THE ADA STANDARDS FOR

ACCESSIBLE DESIGN. REFER TO THE ADA GUIDELINES FOR ALL CONFIGURATION DETAILS

ON THIS PAGE FOR ADDITIONAL INFORMATION.

CIRCUIT NUMBERS ARE SHOWN FOR CIRCUIT IDENTIFICATION. CIRCUITING SHALL AGREE

WITH NUMBERING ON THE PANEL PROVIDED. COMMON NEUTRALS MAY NOT BE USED FOR

BRANCH CIRCUITS. BALANCE THE LOAD ON PANEL AS EVENLY AS POSSIBLE BETWEEN EACH

PHASE.

FLUSH MOUNT ALL DUPLEX RECEPTACLES AT +18" FROM FLOOR (CENTERLINE DIMENSION),

EXCEPT WHERE OTHERWISE NOTED. RECEPTACLES AND OUTLETS MAY BE SURFACE

MOUNTED WHEN CONDUIT IS SPECIFIED EXPOSED. MOUNT EXTERIOR LOCATED

RECEPTACLES WITH WHILE-IN-USE COVERS AT +20" FROM FINISHED GRADE (CENTER

DIMENSIONS) TO MAINTAIN INSTALLATION ADA COMPLIANCE.

ALL MATERIALS USED TO SEAL PENETRATIONS OF FIRE RATED WALLS AND FLOORS SHALL

BE TESTED AND CERTIFIED AS A SYSTEM PER ASTM E814 STANDARDS FOR FIRE TESTS OF

THROUGH-PENETRATION FIRESTOPS. REFER TO 26 05 03 FOR ADDITIONAL INFORMATION

AND REQUIREMENTS SPECIFIC TO FIRESTOPPING.

ELECTRICAL EQUIPMENT SHALL BE MOUNTED TO AVOID IMPEDANCE OF, OPERATION OF,

AND/OR ACCESS TO ELECTRICAL AND MECHANICAL EQUIPMENT. ALL MOUNTING OF

ELECTRICAL AND TELECOMMUNICATIONS EQUIPMENT, ON EQUIPMENT SUPPLIED BY

ANOTHER CONTRACTOR, SHALL BE APPROVED IN ADVANCE BY THE OTHER CONTRACTOR.

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OPENINGS REQUIRED IN WALLS. ALL

OPENINGS SHALL BE REPAIRED TO MATCH EXISTING BY A QUALIFIED CONTRACTOR AT THE

EXPENSE OF THIS CONTRACTOR. ALL CONDUITS THROUGH WALLS SHALL BE GROUTED OR

SEALED INTO OPENINGS.

EACH CONTRACTOR IS RESPONSIBLE FOR DAMAGE CAUSED BY THEIR ACTIONS TO THE

WALLS, FLOORS, CEILINGS, AND ROOFS. THE CONTRACTOR WHOSE WORK CAUSES

DAMAGE IS RESPONSIBLE FOR PATCHING TO MATCH ORIGINAL CONSTRUCTION, FIRE

RATING, AND FINISH.

ELECTRICAL IDENTIFICATION. REFER TO SPECIFICATION SECTION 26 05 53 FOR

COLOR/LABEL REQUIREMENTS FOR CONDUIT, BOX, CABLE/WIRE, AND EQUIPMENT.

WIRING:

BRANCH CIRCUIT CONDUCTORS SHALL BE COOPER 12 AWG (UNLESS SPECIFICALLY NOTED

OTHERWISE) TYPE THHN/THWN-2 THERMOPLASTIC 600V, 90 DEGREE CELSIUS AND UL

LISTED.

PROVIDE DEDICATED NEUTRALS FOR ALL 120V AND/OR 277V CIRCUITS, AND A GREEN

INSULATED EQUIPMENT GROUNDING CONDUCTOR WIRE IN EACH CONDUIT.

MAXIMUM OF 9 CURRENT CARRYING (#10'S) WIRES SHALL BE ALLOWED IN A SINGLE 3/4"

CONDUIT. THE CONTRACTOR MAY COMBINE UP TO (4) 1-CIRCUIT HOMERUNS IN ONE

CONDUIT. (IE. 4#10 AWG HOTS + 1 GROUND WIRE OR UP TO (3) 3-PHASE #10 AWG

HOMERUNS.)

JUNCTION BOXES:

THE MINIMUM SIZE OUTLET OR J-BOX PERMITTED IN A WALL IS 4" X 1-1/2" DEEP. OUTLET

AND/OR JUNCTION BOXES…