B08_Attachment_2_BAND_266697_Construction_Drawings_Full_Size_Combined_Part1_0001.pdf

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INDEX TO DRAWINGS

30 -MESA TOP COMFORT STATION

15 - ENTRANCE ROAD WATER TANK

10 - CANYON MECHANICAL BUILDING

08 - INSTRUMENTATION & CONTROLS

03 - VAULTS

02-SITE UTILITIES

01-GENERAL 02-SITE UTILITIES CONTINUES

02-ELECTRICAL

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04 - ROADWAY IMPROVEMENTS

(NOT USED)

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TWO FULL BUSINESS DAYS PRIOR TO WORK CALL 811. SEE nm811.org

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BENCHMARK # NORTHING EASTING ELEVATION DESCRIPTION

1213.00 1739437.96 1635701.14 6529.42 2" ALUMINUM

CAP

2004.00 1737644.64 1635153.78 6075.16 3" BRASS CAP

NMSR4 1744417.41 1633879.80 6639.08 3" BRASS CAP

BL 'HWY4'

BL 'MESA'

BL 'ASLP'

BL 'CGRD'

BL 'ENRD'

BL 'BBLP'

BL 'CYLP'

BL 'SBCT'

BL 'PBCT'

BL 'CHRD'

BL 'ENRD'

BL 'FTLN'

BL 'AH'

BL 'ENRD'

BL 'AGLN'

"BONE YARD"

STAGING AREA

GATE

MONUMENT

ENTRANCE

ENTRANCE STATION

BASELINE ABBREVIATIONS

- HIGHWAY 4

- ABERT'S SQUIRREL LOOP

- ENTRANCE ROAD

- COYOTE LOOP

- CAMPGROUND ROAD

- SALTBRUSH COURT

- COOPERS HAWK ROAD

- PAINTBRUSH CT

- FIRE TOWER LN

- ALCOVE HOUSE

- AGOYO LN

'HWY4'

'ASLP'

'ENRD'

'CYLP'

'CGRD'

'SBCT'

'CHRD'

'PBCT'

'FTLN'

'AH'

'AGLN'

BASELINE INTERSECTIONS

'HWY4' & 'ASLP'

'HWY4' & 'ENRD'

'CYLP' & 'CGRD'

'CGRD' & 'ASLP'

'CGRD' & 'SBCT'

'CGRT' & 'ENRD'

'SBCT' & 'CHRD'

'CHRD' & 'PBCT'

FIELD OPERATIONS

CENTER (FOC)

MESA HOUSING

JUNIPER

CAMPGROUND

LOOPS

EXISTING MAIN BLUE WATER TANK

(35,000 GALLONS)

NM HWY 4

AGOYO LANE

EXISTING CANYON UNDERGROUND CONCRETE

WATER TANK

(20,000 GALLONS; TO BE ABANDONED IN-PLACE)

VISITOR CENTER

FIRE TOWER LANE

ENTRANCE ROAD

#1213.000

#2004.000

#NMSR4

STAGING AREA

ALTERNATIVE

PARKING AREA

ALTERNATIVE PARKING AREAS

AVAILABLE ALONG THIS

OVERFLOW PARKING ALCOVE

HOUSE ROAD

STAGING AREA

STAGING AREA

COOPERS HAWK ROAD

COYOTE LOOP ROAD CAMPGROUND ROAD

ADMINISTRATION BUILDINGS

AND CASITA HOUSING

BUILDING #1

COTTONWOOD COMFORT STATION

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DESIGN CRITERIA:

1. FOR ABBREVIATIONS NOT LISTED, SEE ASME Y14.38 “ABBREVIATIONS AND ACRONYMS: PUBLICATION AS

DISTRIBUTED BY THE AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME).

2. STANDARD DETAILS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS OCCURRING THROUGHOUT THE PROJECT, WHETHER OR NOT THEY ARE INDIVIDUALLY CALLED OUT.

3. VERIFY FINAL OPENING DIMENSIONS IN WALLS, SLABS, AND DECKS WITH OTHER DISCIPLINE DRAWINGS

PRIOR TO CONSTRUCTION OF THESE ELEMENTS.

4. FOR NUMBER, TYPE, SIZE, ARRANGEMENT, AND/OR LOCATION OF EQUIPMENT PADS, SEE OTHER DISCIPLINE DRAWINGS. COORDINATE WITH EQUIPMENT SUPPLIER PRIOR TO PLACING SLABS, WALLS

AND FOUNDATIONS. COORDINATE PIPING OPENINGS WITH OTHER DISCIPLINE DRAWINGS.

5. DO NOT CUT OR MODIFY STRUCTURAL MEMBERS FOR PIPES, DUCTS, ETC, UNLESS SPECIFICALLY

DETAILED OR APPROVED IN WRITING BY THE CONTRACTING OFFICER.

6. VISITS TO THE JOB SITE BY THE CONTRACTING OFFICER TO OBSERVE THE CONSTRUCTION DO NOT IN

ANY WAY MEAN THAT CONTRACTING OFFICER IS GUARANTOR OF CONSTRUCTOR’S WORK, NOR

RESPONSIBLE FOR THE COMPREHENSIVE OR SPECIAL INSPECTIONS, COORDINATION, SUPERVISION, OR

SAFETY AT THE JOB SITE.

7. INFORMATION (DETAILING, DIMENSIONS, CONFIGURATIONS, AND ELEVATIONS, ETC.) OF EXISTING

CONSTRUCTION SHOWN REFLECTS AVAILABLE EXISTING DESIGN DOCUMENTS, AND DOES NOT

NECESSARILY REPRESENT THE AS-CONSTRUCTED CONDITIONS. THE CONTRACTOR SHALL FIELD VERIFY DIMENSIONS, ELEVATIONS AND DETAILING OF THE EXISTING STRUCTURES PRIOR TO UNDERTAKING ANY WORK THAT IS AFFECTED BY THE EXISTING STRUCTURE. NOTIFY CONTRACTING OFFICER IF CONDITIONS

VARY FROM THAT SHOWN PRIOR TO STARTING WORK.

7. WALL CORNER AND WALL INTERSECTION REINFORCEMENT BARS SHALL BE CONTINUOUS

AROUND CORNERS AND THROUGH COLUMNS OR PILASTERS. REINFORCEMENT SHALL BE

EXTENDED INTO CONNECTING WALLS AND LAPPED ON THE OPPOSITE FACE OF THE

CONNECTING WALLS, AS INDICATED IN DETAIL 0330-003 ON DRAWING 15SM504.

8. WALL FOOTING CORNER AND INTERSECTION REINFORCEMENT BARS SHALL BE EXTENDED

INTO CONNECTING FOOTINGS AND LAPPED ON THE OPPOSITE FACE OF THE CONNECTING

FOOTING. OUTSIDE FACE WALL FOOTING REINFORCEMENT SHALL BE LAPPED WITH CORNER

ARS. ALL WALL FOOTING REINFORCEMENT SHALL BE CONTINUOUS THROUGH COLUMNS

OR PILASTERS FOOTINGS.

9. LAP VERTICAL WALL BARS WITH DOWELS FROM BASE SLABS AND EXTEND INTO TOP FACE OF

FULL HEIGHT VERTICAL BARS WITH MATCHING DOWELS AT WALL ENDS, CORNERS AND

INTERSECTIONS WITH SIZE TO MATCH TYPICAL VERTICAL REINFORCING STEEL SHOWN OR

REQUIRED BY NOTES ABOVE.

10. LOCATE ELEVATED SLAB AND BEAM TOP BAR SPLICES AT MIDSPAN AND BOTTOM BAR SPLICES

AT SUPPORTS.

11. REINFORCING STEEL FOR FOOTINGS AND SLABS ON GRADE SHALL BE ADEQUATELY

SUPPORTED ON BAR SUPPORTS WITH SPACERS TO KEEP REINFORCING ABOVE THE PREPARED

GRADE. LIFTING REINFORCING OFF GRADE DURING CONCRETE PLACEMENT IS NOT PERMITTED.

12. REFER TO OPENING REINFORCING DETAIL 0330-001 ON DRAWING 15SM504.

13. REINFORCEMENT BENDS AND LAPS, UNLESS OTHERWISE NOTED, SHALL SATISFY THE FOLLOWING

MINIMUM REQUIREMENTS:

1. LAP LENGTHS ARE BASED ON MINIMUM CONCRETE COVER OF 2”. LONGER LENGTHS ARE REQUIRED

FOR CONCRETE COVER LESS THAN 2”.

2. TOP BARS SHALL BE DEFINED AS ANY HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR IN ANY SINGLE POUR. HORIZONTAL WALL

BARS ARE CONSIDERED TOP BARS.

3. WHERE 3000 PSI CONCRETE IS USED, INCREASE ABOVE LENGTHS BY 16 PERCENT. WHERE 3500 PSI

CONCRETE IS USED, INCREASE ABOVE LENGTHS BY 7 PERCENT.

4. WHERE CONCRETE STRENGTH IS GREATER THAN 4000 PSI, USE THE ABOVE LENGTHS LISTED IN THE

TABLE.

1. 2021 NEW MEXICO BUILDING CODE, BASED ON THE 2021 INTERNATIONAL BUILDING CODE (IBC) AND ASCE 7-16, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND STRUCTURES.

2. RISK CATEGORY IS IV

3. REFER TO THE DRAWINGS FOR ADDITIONAL AND SPECIFIC STRUCTURE LOADINGS AND REQUIREMENTS.

4. DEAD LOADS: SELF WEIGHT

5. ROOF LOADS:

SNOW LOADS

GROUND SNOW LOAD, Pg 30 PSF

IMPORTANCE FACTOR, I 1.15

LIVE LOAD 20 PSF

COLLATERAL LOAD 10 PSF

DEFLECTION CRITERIA FOR CONTRACTOR DESIGNED ROOF FRAMING MEMBERS:

TOTAL LOAD L/180

LIVE LOAD L/240

SNOW LOAD L/240

6. FLOOR LIVE LOADS:

PROCESS/ MECHANICAL ROOM 200 PSF

WALKWAYS AND ELEVATED PLATFORMS 100 PSF

7. WIND LOADS:

ASCE 7 METHOD MWFRS DIRECTIONAL PROCEDURE

BASIC WIND SPEED (3-SECOND GUST) 115 MPH

EXPOSURE CATEGORY C

IMPORTANCE FACTOR, Iw 1.0

8. SEISMIC LOADS:

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SS 0.507g S1 0.166g

DESIGN SPECTRAL RESPONSE ACCELERATIONS

SDS 0.439g SD1 0.166g

SITE CLASS C

SEISMIC DESIGN CATEGORY D

IMPORTANCE FACTOR, Ie 1.50

STRUCTURES HAVE BEEN ANALYZED USING THE EQUIVALENT LATERAL FORCE PROCEDURES OF ASCE HYDRODYNAMIC FORCES HAVE BEEN DETERMINED IN ACCORDANCE WITH ACI 350.3 AS MODIFIED BY ASCE 7-16.

9. HYDRAULIC LOADS: SEE PLANS FOR STRUCTURE SPECIFIC DESIGN FLUID ELEVATIONS. FLUID LOAD

BASED ON FLUID DENSITY OF 63 PCF. HYDRAULIC PRESSURE FOR EACH

STRUCTURE BASED ON MAXIMUM WATER SURFACE ELEVATION SHOWN ON

HYDROPHILIC PROFILE.

10. SOIL DESIGN PARAMETERS:

A. NET ALLOWABLE SOIL BEARING PRESSURES: 6000 PSF

B. GROUND WATER: GROUND WATER WAS NOT ENCOUNTERED

AT DEPTHS THAT WOULD AFFECT THE

PROPOSED STRUCTURES IN THIS PROJECT.

C. LATERAL EARTH PRESSURE:

FOR GRANULAR FILL MEETING

SPECIFICATION REQUIREMENTS

AT REST: 59 PCF

DYNAMIC (SEISMIC): 89 PCF

D. VERTICAL SURCHARGE: 2 FT OF SOIL WEIGHT

E. COEFFICIENT OF FRICTION W/ 1.5 FOS: 0.35

F. NATIVE SOIL UNIT WEIGHT 125 PCF

1. 28-DAY COMPRESSIVE STRENGTHS:

TYPICAL, UNO: 4500 PSI

CONCRETE FILL: 3500 PSI

CURBS AND SIDEWALKS: 3500 PSI

DUCT BANKS AND PIPE ENCASEMENTS

NOT INTEGRAL WITH FOUNDATIONS: 3500 PSI

2. CONTINUOUS WATERSTOP AS SPECIFIED SHALL BE INSTALLED IN CONSTRUCTION JOINTS OF HYDRAULIC STRUCTURES, CHANNELS, AND BELOW GRADE STRUCTURES, EXCEPT WHERE SPECIFICALLY NOTED

OTHERWISE.

3. CONSTRUCTION JOINTS INDICATED ARE SUGGESTED LOCATIONS. CONTRACTOR MAY REVISE LOCATION OF JOINTS, SUBJECT TO SPECIFIED REQUIREMENTS. LAYOUT SHOWING ALL CONSTRUCTION JOINT

LOCATIONS SHALL BE SUBMITTED FOR REVIEW BY ENGINEER.

4. ROUGHEN AND CLEAN CONSTRUCTION JOINTS IN WALLS AND SLABS AS SPECIFIED PRIOR TO PLACING

ADJACENT CONCRETE.

5. COORDINATE PLACEMENT OF OPENINGS, PIPE PENETRATIONS, CURBS, DOWELS, SLEEVES, CONDUITS, BOLTS AND INSERTS PRIOR TO PLACEMENT OF CONCRETE.

6. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO

THE CONCRETE SHALL BE EMBEDDED IN THE CONCRETE.

7. DO NOT PLACE CONDUIT PARALLEL TO BEAM OR COLUMN REINFORCEMENT UNLESS SPECIFICALLY

INDICATED IN DRAWINGS.

8. PATCH FORM TIE HOLES IN ACCORDANCE WITH DETAILS 0310-051 AND/OR 0310-052.

GENERAL INFORMATION:

1. STRUCTURES SHOWN ON THE DRAWINGS HAVE BEEN DESIGNED FOR STABILITY UNDER FINAL

CONDITIONS ONLY. DESIGN SHOWN DOES NOT INCLUDE NECESSARY COMPONENTS OR EQUIPMENT

FOR STABILITY OF THE STRUCTURES DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR

WORK RELATING TO CONSTRUCTION ERECTION METHODS, BRACING, SHORING, RIGGING, GUYS,

SCAFFOLDING, FORMWORK, AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM THE WORK

SHOWN.

2. TEMPORARY SHORING SHALL REMAIN IN PLACE UNTIL ELEVATED CONCRETE FLOOR OR SLABS HAVE REACHED 80 PERCENT OF THE 28 DAY COMPRESSIVE STRENGTH AS DETERMINED BY FIELD CYLINDER

BREAKS.

1. SPECIAL INSPECTION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR INSPECTIONS REQUIRED BY THE BUILDING OFFICIAL. THE CONTRACTOR SHALL SCHEDULE BOTH INSPECTIONS.

2. SPECIFIED CONCRETE AND OTHER MATERIAL TESTING RELATED TO SPECIAL INSPECTION

DURING CONSTRUCTION WILL BE CONTRACTOR FURNISHED.

3. SPECIFIED LABORATORY TEST MIXES AND SIMILAR TEST RESULTS TO VERIFY MATERIAL QUALITY

AND CONFORMANCE TO SPECIFICATIONS, AND SUBMITTED FOR REVIEW PRIOR TO ACCEPTANCE

FOR USE ON THE PROJECT, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

4. SPECIAL INSPECTION, TESTING AND OBSERVATION (CONTRACTOR FURNISHED) IS REQUIRED IN ACCORDANCE WITH IBC SECTIONS 110 AND 1704 AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS. REFER TO SPECIFICATIONS 01 40 00 - QUALITY REQUIREMENTS AND 01 45 33 -

SPECIAL INSPECTION, OBSERVATION AND TESTING.

1. REFER TO GEOTECHNICAL REPORT BY SHANNON AND WILSON, PROJECT NO. 107523-001, NPS

BANDELIER NATIONAL MONUMENT, UTILITY REHABILITATION, DATED FEBRUARY 17, 2022 AND

GEOTECHNICAL REPORT BY SHANNON AND WILSON, PROJECT NO. 107523-002, NPS BANDELIER

NATIONAL MONUMENT, UTILITY REHABILITATION, DATED SEPTEMBER 26, 2024.

2. EXCAVATIONS SHALL BE SHORED TO PREVENT SUBSIDENCE AND DAMAGE TO ADJACENT EXISTING

STRUCTURES, ROADS, UTILITIES, ETC.

3. FOUNDATION SLABS, SLABS-ON-GRADE AND WALL AND COLUMN FOUNDATIONS SPECIFICALLY NOTED TO BE ON FILL SHALL BEAR ON A MINIMUM OF 12 INCHES OF COMPACTED STRUCTURAL FILL AFTER

OVER EXCAVATION OF FILL TO ALLUVIUM.

4. FOUNDATION BEARING SURFACES SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER OR

QUALIFIED DESIGNEE PRIOR TO PLACEMENT OF FORMWORK OR REINFORCING STEEL. THE

OBSERVATION SHALL VERIFY IF THE ACTUAL EXPOSED SUBGRADE IS AS ANTICIPATED BY THE SITE

SPECIFIC BORINGS AND DATA REPORTS.

5. NO BACKFILL SHALL BE PLACED BEHIND WALLS UNTIL THE WALL'S CONCRETE HAS ATTAINED 100 PERCENT AND TOP SUPPORTING SLAB’S CONCRETE HAS ATTAINED 80 PERCENT OF THEIR SPECIFIED 28 DAY COMPRESSIVE STRENGTH, OR UNTIL TOP-OF-WALL FRAMING SYSTEMS, INCLUDING STEEL

DIAPHRAGMS, HAVE BEEN COMPLETED.

6. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED, FREE TOP WALLS UNTIL THE CONCRETE HAS

ATTAINED 100 PERCENT OF ITS SPECIFIED 28 DAY COMPRESSIVE STRENGTH.

7. USE OF EXPLOSIVES IS NOT PERMITTED.

1. REINFORCING STEEL:

TYPICAL: ASTM A615, GRADE 60

WELDED ASTM A706, GRADE 60 (WELDING IS ONLY PERMITTED

WITH WRITTEN PERMISSION FROM ENGINEER)

2. FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP-1 “MANUAL OF STANDARD PRACTICE”AND ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE”.

3. MINIMUM REINFORCING FOR CONCRETE WALLS AND SLABS SHALL BE AS FOLLOWS:

THICKNESS REINF EACH WAY LOCATION

6” #4@12” CENTERED

8” #5@12” CENTERED

10” #4@12” EACH FACE

12” #5@12” EACH FACE

PROVIDE LARGER SIZES AND MORE REINFORCING IN SECTIONS OF CONCRETE WHERE

REQUIRED BY THE DETAILS ON THE DRAWINGS OR BY THE SPECIFICATIONS.

4. CONCRETE COVER FOR REINFORCING, UNLESS SHOWN OTHERWISE, SHALL BE:

WHEN CAST AGAINST EARTH: 3”

CONCRETE EXPOSED TO EARTH, LIQUID, WASHDOWN, OR WEATHER:

WALLS AND SLABS 2”

BEAM STIRRUPS AND COLUMN TIES 2”

BEAM AND COLUMN PRIMARY REINFORCING 2 1/2"

5. REFER TO WALL CORNER AND WALL INTERSECTION REINFORCING DETAIL 0330-003 ON DRAWING 15SM504. WALL CORNER REINFORCING SIZES AND SPACINGS SHALL BE AS SHOWN ON THE DRAWINGS AND REFERENCED TO THIS DETAIL. TYPICAL HORIZONTAL WALL REINFORCING SHALL LAP WITH THE

CORNER HORIZONTAL REINFORCING.

6. 90 DEGREE BENDS, UNLESS OTHERWISE SHOWN, SHALL BE ACI 318 STANDARD HOOKS.

INSPECTION AND TESTING:

FOUNDATIONS:

FORMWORK, SHORING, AND BRACING:

CONCRETE REINFORCING:

CAST IN PLACE CONCRETE:

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IXEM WE

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P .E SAMOHT

JANUARY 17, 2025

Thomas Paige 2025.04.10 11:02:42 -06'00'

Thomas Paige

1. WELDS SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS):

D1.1, STRUCTURAL WELDING CODE STEEL

D1.2, STRUCTURAL WELDING CODE ALUMINUM

D1.3, STRUCTURAL WELDING CODE SHEET STEEL

D1.4, STRUCTURAL WELDING CODE REINFORCING STEEL

D1.6, STRUCTURAL WELDING CODE STAINLESS STEEL

2. REPAIR WELDS FOUND DEFECTIVE IN ACCORDANCE WITH AWS D1.1 SECTION 5.26.

3. USE INTERMITTENT WELDS AT FIELD WELDS OF EMBED PLATES AND ANGLES TO AVOID

SPALLING OR CRACKING OF THE EXISTING CONCRETE.

4. BUTT JOINT WELDS SHALL BE COMPLETE JOINT PENETRATION (CJP) UNLESS INDICATED

OTHERWISE.

1. STRUCTURAL STEEL SHALL CONFORM TO THE ASTM STANDARDS AS STATED IN THE

SPECIFICATIONS.

2. ALUMINUM SHALL CONFORM TO THE ASTM STANDARDS AS STATED IN THE SPECIFICATIONS.

3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN CONFORMANCE WITH THE AISC

MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION, AND CURRENT OSHA STANDARDS.

4. FASTENERS SHALL BE HIGH STRENGTH BOLTS CONFORMING TO THE FOLLOWING ASTM

STANDARDS EXCEPT 3.1. WHERE SPECIFICALLY INDICATED OTHERWISE:

UNLESS SHOWN OTHERWISE A325-N

ANCHOR BOLTS (AB)

STAINLESS STEEL F593, AISI TYPE 316, CONDITION CW

STEEL OR GALVANIZED STEEL F1554, GR 36 / A153

MACHINE BOLTS (MB)

STEEL A307

STAINLESS STEEL F593, AISI TYPE 316, CONDITION CW

GALVANIZED STEEL A307 / A153

ALUMINUM F468, ALLOY 2024-T4

5. ITEMS TO BE EMBEDDED IN CONCRETE SHALL BE CLEAN AND FREE OF OIL, DIRT AND PAINT.

6. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH

STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL IS PERMITTED

WITHOUT THE APPROVAL OF THE ENGINEER.

1. DEFERRED SUBMITTALS ARE THOSE PORTIONS OF THE DESIGN WHICH ARE NOT SUBMITTED AT

THE TIME OF PERMIT APPLICATION AND WHICH ARE TO BE SUBMITTED TO THE PERMITTING

AGENCY FOR ACCEPTANCE PRIOR TO INSTALLATION OF THAT PORTION OF THE WORK OR ARE

REQUIRED TO BE SUBMITTED FOR REVIEW ONLY BY THE CONTRACTING OFFICER.

2. WHERE DEFERRED SUBMITTALS INCLUDE ADDITIONAL MATERIALS, INSTALLATION, ANCHORAGE, OR CERTIFICATION OF COMPONENTS THAT REQUIRE SPECIAL INSPECTION AND/OR

STRUCTURAL OBSERVATION TO MEET CODE REQUIREMENTS, THE DEFERRED SUBMITTAL

SHALL INCLUDE SPECIFIC LINE ITEMS TO BE ADDED TO THE APPROPRIATE TABLES IN THE

PROJECT'S STATEMENT OF SPECIAL INSPECTIONS PLAN IF THEY ARE NOT ALREADY IDENTIFIED.

3. THE FOLLOWING IS A LIST OF DEFERRED SUBMITTALS PER CBC SECTION 107.3.4.1 THAT ARE

EXPECTED TO CONTAIN STRUCTURAL CALCULATIONS OR SAFETY RELATED SYSTEM

INFORMATION FOR REVIEW TO MEET BUILDING PERMITTING REQUIREMENTS FOR DESIGNED

SYSTEMS. PRIOR TO INSTALLATION OF THE INDICATED STRUCTURAL ELEMENT, EQUIPMENT,

DISTRIBUTION SYSTEM, OR COMPONENT OR ITS ANCHORAGE, THE CONTRACTOR SHALL SUBMIT

THE REQUIRED CALCULATIONS AND SUPPORTING DATA AND DRAWINGS FOR REVIEW AND

ACCEPTANCE BY THE CONTRACTING OFFICER. ADDITIONALLY, ACCEPTANCE INDICATED ON

THE CONTRACTING OFFICER’S COMMENT FORM, ALONG WITH THE COMPLETED, FINAL

SUBMITTAL SHALL THEN BE SUBMITTED BY THE CONTRACTOR TO THE PERMITTING AGENCY

AND APPROVED PRIOR TO INSTALLATION OF THESE ITEMS.

SPECIFICATION

SECTION

CODE REQUIRED DEFERRED SUBMITTALS FOR REVIEW

BY PERMITTING AGENCY

ANY EQUIPMENT OR COMPONENT IN WHICH A TECHNICAL

SPECIFICATION REQUIRES SUBMITTAL OF EQUIPMENT OR

ANCHORAGE SYSTEM CALCULATIONS

01 88 15 ANCHORAGE AND BRACING

PIPING SUPPORT SYSTEMS40 05 15

OTHER

CHECKERED PLATE

STEEL

CONCRETE FILL, CLSM BACKFILL

SAND

GRANULAR FILL OR BACKFILL,

STRUCTURAL FILL OR BACKFILL

DRAIN, DRAINAGE, UNDERDRAIN ROCK

STRUCTURAL STEEL AND METAL FABRICATIONS:

DEFERRED SUBMITTALS:

13 34 20 PRECAST CONCRETE BUILDINGS

LEGEND:

UNDISTURBED, EXISTING SOIL

WELDING:

03 40 00 PRECAST CONCRETE STRUCTURES

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GENERAL NOTES

SPECIAL INSPECTION

GEOTECHNICAL OBSERVATION

STRUCTURAL OBSERVATION

1. ALL FOUNDATION BEARING SURFACES SHALL BE INSPECTED BY GEOTECHNICAL ENGINEER PRIOR TO

PLACEMENT OF GRANULAR FILL AND REINFORCING STEEL. ADDITIONAL SPECIAL INSPECTION

REQUIREMENTS ARE LISTED IN TABLE 1.

2. GEOTECHNICAL TESTING REQUIREMENTS ARE LISTED IN TABLE 3.

1. SPECIAL INSPECTIONS REQUIREMENTS FOR WIND RESISTANCE IN ACCORDANCE WITH IBC

SECTION 1705.10 ARE NOT APPLICABLE TO THIS PROJECT.

SPECIAL INSPECTIONS FOR WIND RESISTANCE

SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

1. THE STATEMENT OF SPECIAL INSPECTIONS PROVIDE PROJECT COMPLIANCE WITH THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE (IBC) CHAPTER 17 FOR SPECIAL INSPECTION, AND STRUCTURAL

OBSERVATION, AND TESTING.

2. STANDARD SPECIAL INSPECTION REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS ARE CONTAINED

IN TABLE 1.

3. STANDARD SPECIAL INSPECTION REQUIREMENTS FOR STRUCTURAL COMPONENTS, REGARDLESS OF WIND OR SEISMIC DESIGN CATEGORIES, ARE CONTAINED IN TABLE 2. STANDARD TESTING REQUIREMENTS

FOR STRUCTURAL COMPONENTS ARE CONTAINED IN TABLE 3.

4. PROJECT SPECIFIC REQUIREMENTS FOR STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORIES C, D, E, OR F ARE CONTAINED IN TABLE 4. ADDITIONAL TESTING REQUIREMENTS FOR STRUCTURAL RESISTANCE

ARE CONTAINED IN TABLE 6.

5. PROJECT SPECIFIC REQUIREMENTS FOR STRUCTURES SUBJECT TO NOMINAL DESIGN WIND SPEEDS IN

EXCESS OF 110 MPH (ALLOWABLE STRESS DESIGN) ARE CONTAINED IN TABLE 5.

6. FOR ADDITIONAL REQUIREMENTS, REFER TO SPECIFICATION SECTION 01 45 33, SPECIAL INSPECTION, OBSERVATION AND TESTING. THESE INCLUDE:

A. CONTRACTOR'S REQUIREMENTS TO PROVIDE ACCESS TO THE WORK FOR REQUIRED INSPECTIONS, AND TO PROVIDE NOTICE OF REQUIRED INSPECTIONS AND STRUCTURAL OBSERVATION.

B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY FOR WORK TO BE PERFORMED ON SYSTEMS

DESIGNATED UNDER THE STATEMENT OF SPECIAL INSPECTIONS PLAN FOR WIND OR SEISMIC

RESISTANCE.

C. DEFINITIONS AND TERMINOLOGY USED IN THIS STATEMENT OF SPECIAL INSPECTIONS.

1. SPECIAL INSPECTIONS REQUIREMENTS FOR SEISMIC RESISTANCE WILL BE IN ACCORDANCE

WITH IBC SECTION 1705.12 TOGETHER WITH LOCAL AND STATE AMENDMENTS.

2. SPECIAL INSPECTIONS REQUIREMENTS FOR SEISMIC RESISTANCE SHALL APPLY TO THE

SYSTEMS AND COMPONENTS LISTED IN TABLE 4.

3. MAIN SYSTEMS REQUIRED TO BE COVERED UNDER PROJECT SPECIAL INSPECTION

REQUIREMENTS INCLUDE ALL STRUCTURES TOGETHER WITH THEIR CONNECTIONS. REFER

TO SPECIFICATION 01 45 33, SPECIAL INSPECTION, OBSERVATION AND TESTING.

1. STRUCTURAL OBSERVATION WILL BE IN ACCORDANCE WITH IBC SECTION 1704.6. REFER TO PROJECT

SPECIFIC NOTES ON SHEET.

2. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITIES FOR ANY REQUIRED

SPECIAL INSPECTIONS.

3. STRUCTURAL OBSERVATION REPORTS, NOTING ANY DEFICIENCIES, WILL BE DELIVERED TO CONTRACTING OFFICER WITHIN ONE WEEK OF THE OBSERVATION. THE CONTRACTOR WILL BE NOTIFIED ON-SITE AND

IN WRITING PROMPTLY UPON FINDING DEFICIENCIES.

4. AT THE CONCLUSION OF CONSTRUCTION, A WRITTEN STATEMENT WILL BE PROVIDED TO VERIFY THAT THE STRUCTURAL OBSERVATION SITE VISITS WERE MADE AND WHETHER THERE REMAIN ANY STRUCTURAL

DEFICIENCIES THAT HAVE NOT BEEN RESOLVED.

5. STRUCTURAL OBSERVATION WILL INCLUDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM FOR EACH

STRUCTURE CONTAINED IN THE WORK.

1. SPECIAL INSPECTION WILL BE IN ACCORDANCE WITH IBC SECTIONS 1704 AND 1705 TOGETHER WITH LOCAL AMENDMENTS. REFER TO THE TABLES CONTAINED ON THESE GENERAL SHEETS FOR PROJECT SPECIFIC

INSPECTION TYPES AND FREQUENCIES.

2. SPECIAL INSPECTIONS SHALL BE PROVIDED BY A CERTIFIED OR QUALIFIED INSPECTOR AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY. THE CONTRACTOR SHALL SECURE AND PAY FOR THE SERVICES OF THE AGENCY TO PERFORM ALL SPECIAL INSPECTION AND ASSOCIATED TESTS. INSPECTORS FOR EACH SYSTEM AND MATERIAL SHALL BE INTERNATIONAL CODE

COUNCIL (ICC) CERTIFIED OR OTHERWISE APPROVED BY THE CONTRACTING OFFICER.

3. THE CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER NOTICE OF UPCOMING INSPECTIONS A

MINIMUM OF 48 HOURS PRIOR TO INSPECTION.

4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONTRACT DOCUMENTS AND SUBMIT RECORDS OF INSPECTION. ALL DISCREPANCIES SHALL BE BROUGHT

TO THE IMMEDIATE ATTENTION OF THE CONTRACTING OFFICER FOR CORRECTION.

5. SPECIAL INSPECTION AND ASSOCIATED TESTING REPORTS SHALL BE SUBMITTED TO CONTRACTING OFFICER AND THE BUILDING OFFICIAL WITHIN ONE WEEK OF INSPECTION OR WITHIN ONE WEEK OF TEST COMPLETION.

INSPECTIONS FOR WHICH REPORTING WILL BE REQUIRED ARE NOTED IN THE TABLES CONTAINED ON THIS STATEMENT OF SPECIAL INSPECTIONS. PROVIDE COPIES OF ALL REPORTS TO CONTRACTING OFFICER.

6. AT THE CONCLUSION OF CONSTRUCTION, A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS

AND CORRECTION OF PREVIOUSLY NOTED DISCREPANCIES SHALL BE SUBMITTED.

STATEMENT OF SPECIAL INSPECTIONS PLAN

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NOTES:

1. NOT ALL VALVES AND INSTRUMENTS ARE SHOWN FOR CLARITY.

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FLOW METER

VAULT, SEE

03M401

FLOW CONTROL

VAULT, SEE

03M401

PRESSURE TEST

POINT

WATER SERVICE

TO BUILDING

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INSTRUMENT IDENTIFICATION

EXAMPLE SYMBOLS

DIGITAL SYSTEM INTERFACES

GENERAL INSTRUMENT OR

FUNCTIONAL SYMBOLS

TRANSDUCERS

INSTRUMENT IDENTIFICATION LETTERS TABLE

SPECIAL CASESACCESSORY DEVICES

LINE LEGEND

INTERFACE SYMBOLS

EQUIPMENT TAG NUMBERS

ABBREVIATIONS & LETTER SYMBOLS

GENERAL NOTES

X X X L L L o

P

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R

IS

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L R

Digitally signed by Jonathan James

Date: 2025.04.11 12:18:20-06'00'

VALVE SYMBOLS

GATE SYMBOLS

ACTUATOR SYMBOLS

MISCELLANEOUS SYMBOLS

PRIMARY ELEMENT SYMBOLS

FLOW STREAM IDENTIFICATION

V

S

M

S

M

LS

V

PUMP AND COMPRESSOR SYMBOLS

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Digitally signed by Jonathan James

12:18:20-06'00'

V

L

U

AA

AA

NGRNGR

M

CRX

TDR

X

T

GEN

T

GEN

RER

ETM

DPM

MPR

EUM

MO

SPD

F

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ZH

U

N

ER

S R

Digitally signed by Jonathan James

12:18:21-06'00'

30 2a or or or or

60/40 or

XXXX

G

N

LPXXA

100/40 or

XX

L20R

MCC-A

G

G

[A1]

T or or

J

G

EUH

AC

LPXXA

XX

C or

T

3A

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U

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AT

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12:18:22-06'00'

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AC

U

G

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AT

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Digitally signed by Jonathan James

12:18:23-06'00'

:1

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Gregory Scott Hinte 2025.04.08 14:20:53-05'00'

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Digitally signed by Micah E. Johnson

15:24:27-06'00'

X X X X

EXIST FLAGSTONE PAVEMENT

EXIST ASPHALT PAVEMENT

EXIST BUILDING

ELECTRIC MANHOLE

POWER POLE

WATER METER

SIGN

WATER GATE VALVE

LEGENDEXISTING NEW

CONTOUR LINE

BUILDINGS, WATER TANK

FIRE HYDRANT

AIR RELIEF VALVE

WATERLINE REDUCER

SANITARY MANHOLE

E

TRANSFORMER

ELECTRIC GEAR

LIGHT POLE

W

SS

T

ST STORM MANHOLE

PRESSURE REDUCING VALVE

BENCHMARK LOCATION

BANDELIER NATIONAL

MONUMENT BOUNDARY

LOD LOD LIMITS OF DISTURBANCE

COMBINATION AIR RELIEF VALVE MANHOLE A

SANITARY SEWER

STORM DRAINAGE

NATURAL GAS

WATER

G G G G

UGA

UGA

UGA

USD [SUE LEVEL]

USS [SUE LEVEL]

UW [SUE LEVEL]

ELECTRICUGA UE [SUE LEVEL]

1. EXISTING UTILITIES MAY HAVE A PREFIX OF U FOR UNDERGROUND OR O FOR OVERHEAD.

THE LAST LETTER OF THE TEXT EMBEDDED IN THE LINETYPE DENOTES THE LEVEL OF

SUBSURFACE UTILITY ENGINEER (SUE) ACCURACY IN ACCORDANCE WITH STANDARD ASCE

38-02.

2. EXISTING UTILITY INFORMATION COLLECTED IN ACCORDANCE WITH ASCE 38-22 GUIDELINES.

THE QUALITY LEVEL AS DEFINED BY ASCE 38-22 ARE AS FOLLOWS:

3. UTILITY QUALITY LEVEL A: PRECISE HORIZONTAL AND VERTICAL LOCATION OF UTILITIES

OBTAINED BY THE ACTUAL EXPOSURE (FOR VERIFICATION OF PREVIOUSLY EXPOSED AND

SURVEYED UTILITIES) AND SUBSEQUENT MEASUREMENT OF SUB-SURFACE UTILITIES,

USUALLY AT A SPECIFIC POINT. MINIMALLY INTRUSIVE EXCAVATION EQUIPMENT IS TYPICALLY

USED TO MINIMIZE THE POTENTIAL FOR UTILITY DAMAGE. A PRECISE HORIZONTAL AND

VERTICAL LOCATION, AS WELL AS OTHER UTILITY ATTRIBUTES, IS SHOWN ON PLAN

DOCUMENTS. ACCURACY IS TYPICALLY SET TO 15-MM VERTICAL AND TO APPLICABLE

HORIZONTAL SURVEY AND MAPPING ACCURACY AS DEFINED OR EXPECTED BY THE PROJECT

OWNER.

4. UTILITY QUALITY LEVEL B: INFORMATION OBTAINED THROUGH THE APPLICATION OF

APPROPRIATE SURFACE GEOPHYSICAL METHODS TO DETERMINE THE EXISTENCE AND

APPROXIMATE HORIZONTAL POSITION OF SUBSURFACE UTILITIES. QUALITY LEVEL B DATA

SHOULD BE REPRODUCIBLE BY SURFACE GEOPHYSICS AT ANY POINT OF THEIR DEPICTION.

THIS INFORMATION IS SURVEYED TO APPLICABLE TOLERANCES DEFINED BY THE PROJECT

AND REDUCED ONTO PLAN DOCUMENTS.

5. UTILITY QUALITY LEVEL C: INFORMATION OBTAINED BY SURVEYING AND PLOTTING VISIBLE

ABOVE-GROUND UTILITY FEATURES AND BY USING PROFESSIONAL JUDGMENT IN

CORRELATING THIS INFORMATION TO QUALITY LEVEL D INFORMATION.

6. UTILITY QUALITY LEVEL D: INFORMATION DERIVED FROM EXISTING RECORDS OR ORAL

RECOLLECTIONS.

EXISTING UTILITIES NEW UTILITIES

GENERAL SITE NOTES:

1. FIELD SURVEY LOCATED UNDERGROUND UTILITY LINES MARKED BY OTHERS, FOUND BY

GEOPHYSICAL METHODS, AND ABOVE GROUND EVIDENCE. UNDERGROUND UTILITIES FROM

RECORD DRAWINGS ARE ALSO SHOWN. THERE IS A RISK OF UNDETECTED UNDERGROUND

UTILITIES.

2. THE CONTRACTOR SHALL VERIFY ALL LOCATIONS AND ELEVATIONS AND SHALL TAKE ALL

PRECAUTIONARY MEASURES NECESSARY TO PROTECT UTILITY LINES WHETHER SHOWN OR

NOT. THE UTILITY NOTIFICATION CENTER AND AFFECTED UTILITIES SHALL BE NOTIFIED IN

ADVANCE A MINIMUM OF TWO FULL BUSINESS DAYS PRIOR TO CONSTRUCTION, NOT

INCLUDING DAY OF CALL. UTILITY LOCATIONS SHOWN ON THE DRAWINGS ARE APPROXIMATE,

AND THE POSITION OF UTILITIES SHOWN ARE NOT WARRANTED TO BE EXACT, NOR IS IT

WARRANTED THAT ALL UNDERGROUND OR EXPOSED STRUCTURES ARE SHOWN. THE

CONTRACTOR SHALL MAKE EXPLORATORY EXCAVATIONS OR POTHOLES IN ADVANCE OF THE

PIPELINE CONSTRUCTION, UNLESS OTHERWISE DIRECTED, TO VERIFY UTILITY LOCATIONS AND

AVOID CONFLICTS WITH THE DESIGN ALIGNMENT OR GRADE OF THE PIPELINE. THE

CONTRACTOR SHALL RECORD THE LOCATION AND DEPTH OF ALL UNDERGROUND OR

EXPOSED UTILITY INFORMATION AND INCLUDE THIS INFORMATION IN THE RECORD DRAWINGS.

3. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING TRAFFIC AND USAGE OF THE EXISTING

ROADS ADJACENT TO THE PROJECT, INCLUDING ENTRANCE ROAD AND CAMPGROUND ROAD.

CONTRACTOR IS RESPONSIBLE FOR MAINTAINING SIGNAGE AND BARRIERS TO DIRECT

PEDESTRIAN TRAFFIC. TRAFFIC CONTROL AND MAINTENANCE SHALL FOLLOW NEW MEXICO

MUTCD. COORDINATE ALL WORK ASSOCIATED WITH LANE CLOSURES, TRAFFIC CONTROL,

WATER SERVICE CROSSOVER WITH THE CONTRACTING OFFICER TO AVOID PEAK USE TIMES

OF MONUMENT.

4. WATER MANAGEMENT/EROSION AND SEDIMENT CONTROL. CONTRACTOR SHALL ADHERE TO

ALL GENERAL CONDITIONS AND SPECIAL CONDITIONS INCLUDED IN THE NPDES GENERAL

PERMIT, PLANS AS APPROVED BY NEW MEXICO DEPARTMENT OF THE ENVIRONMENT, AND

DIRECTIONS OF REGULATORY INSPECTORS.

5. PROJECT TESTING: ALL TESTING REQUIRED WILL BE CONDUCTED BY THE CONTRACTOR, AS

SPECIFIED.

6. CONTRACTOR SHALL WORK IN A LAWFUL MANNER AND COMPLY WITH ALL PERMIT

REQUIREMENTS AND APPLICABLE STANDARDS.

7. CONTRACTOR SHALL TEMPORARILY SUPPORT ALL EXISTING UTILITIES IN SERVICE THAT ARE IN

CLOSE PROXIMITY OF WORK AND/OR CROSSING THE PROPOSED UTILITIES.

PROJECT SPECIFIC NOTES:

1. CONSTRUCTION MUST COMPLY WITH HISTORICAL PRESERVATION (SEE DWG 00G003), NATURAL RESOURCE PROTECTION (SEE DWG

00G003), SAFETY FOR MONUMENT VISITORS AND STAFF, AND COORDINATION ON NECESSARY DETOURS AND TEMPORARY SERVICE

OUTAGES.

2. CONTRACTOR MAY PROPOSE VALUE ENGINEERED PROPOSITIONS FOR CONSIDERATION BY CONTRACTING OFFICER, INCLUDING ALIGNMENTS, CONSTRUCTION METHODS, AND SEQUENCING. VALUE ENGINEERED PROPOSITIONS MUST COMPLY WITH CONSTRAINTS AND PERFORMANCE REQUIREMENTS DEFINED IN SPECIFICATIONS. WRITTEN APPROVAL FROM THE CONTRACTING OFFICER IS REQUIRED PRIOR TO CONSTRUCTING ANY VALUE ENGINEERED PROPOSITIONS. CERTAIN PROPOSITIONS MAY REQUIRE THE SIGNATURE

AND SEAL OF A PROFESSIONAL ENGINEER OF RECORD.

3. SEE PAVEMENT DWGS 04C101 TO 04C514 FOR RESTORATION OF PAVEMENT AFTER THE UTILITY INSTALLATION.

4. COORDINATE WITH CONTRACTING OFFICER ON CLOSING CAMPGROUND SITES ALONG ABERT'S SQUIRREL LOOP, BLACK BEAR LOOP, AND COYOTE LOOP AS NEEDED FOR CONSTRUCTION. SEE RECOMMENDED CONSTRUCTION SCHEDULE BELOW:

5. ELECTRICAL AND FIBER CONDUIT ARE SHOWN ON THE CIVIL DRAWINGS AS PART OF THE COMMON TRENCH FOR REFERENCE ONLY.

REFER TO ELECTRICAL PLANS FOR DETAILED DESIGN AND ALIGNMENT.

6. EXCEPT FOR PREAPPROVED TEMPORARY SHUTDOWNS, ALL EXISTING UTILITIES MUST REMAIN IN SERVICE DURING CONSTRUCTION UNTIL A SCHEDULED SWITCHOVER IS COORDINATED WITH THE CONTRACTING OFFICER. REFER TO SECTION 01 11 00 SUMMARY OF OF WORK. CAP AND ABANDON ALL EXISTING WATERLINES AND GAS LINES IN PLACE AFTER PROPOSED WATERLINES AND CONNECTIONS

ARE IN SERVICES, UNLESS OTHERWISE NOTED ON DRAWINGS.

7. MAINTAIN AT LEAST 4-FT OF COVER FOR WATER MAINS AND 2-FT OF COVER FOR DRY UTILITIES. MAINTAIN AT LEAST 3-FT OF COVER FOR

WATER SERVICE LINES.

8. MAINTAIN A MINIMUM OF 10-FT OF HORIZONTAL CLEARANCE BETWEEN SANITARY SEWER AND PROPOSED WATER MAINS. WHERE 10-FT CANNOT BE MAINTAINED, WATER MAIN TO BE INSTALLED IN SEPARATE TRENCH AND CLSM ENCASED PER DETAIL 5 OF 02C300.

9. WATER MAINS CROSSING SANITARY SEWERS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES BETWEEN THE BOTTOM OF THE WATER MAIN AND THE TOP OF THE SEWER. AT CROSSINGS, ONE FULL LENGTH OF WATER PIPE SHALL BE PLACED SO BOTH JOINTS ARE AS FAR FROM THE SEWER AS POSSIBLE. IN THE CASE THAT THE WATER MAIN MUST PASS BELOW THE SEWER PIPE, A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN THE TOP OF WATER MAIN AND BOTTOM OF SEWER AND THE WATER MAIN SHALL BE ENCASED IN CLSM PER DETAIL 2 OF 02C300 TO EXTEND 10 FEET ON EITHER SIDE OF SEWER PIPE UNLESS OTHERWISE SHOWN ON DRAWINGS. IN THE CASE THAT THE SEWER LINE IS NEW, CONSTRUCT SEWER PIPE OF MINIMUM 160 PSI

WORKING PRESSURE RATED AWWA PIPE AND PRESSURE TESTED TO 50 PSI.

10. EXISTING GROUND SHOWN IN PROFILE IS AT ROAD CENTERLINE. PROFILE SHOWS PROPOSED WATERLINE WHERE COMMON TRENCH INCLUDE A WATERLINE. REFER TO TYPICAL TRENCH DETAIL 5 ON DWG 02C300 FOR LOCATION OF OTHER UTILITIES IN COMMON TRENCH IN REFERENCE TO WATERLINE. APPROXIMATE PROPOSED WATERLINE HORIZONTAL ALIGNMENT IS SHOWN IN PLAN VIEW. CONTRACTOR TO ADAPT VERTICAL AND HORIZONTAL ALIGNMENT IN THE FIELD AND INSTALL STANDARD BENDS OR PULL JOINTS (PVC) AS NECESSARY.

11. ALL WATERLINE PIPE AND APPURTENANCES TO BE MECHANICALLY RESTRAINED. NO THRUST BLOCKS UNLESS OTHERWISE SHOWN ON

DRAWINGS.

12. MAINTAIN SANITARY SEWER SERVICES AT ALL TIME TO RESIDENCES. PORTA POTTIES TO BE INSTALLED NEAR COMFORT STATIONS DURING SCHEDULED OUTAGES. COORDINATE WATER SERVICE OUTAGE WITH CONTRACTING OFFICER BY GIVING 72 HOURS NOTICE

FOR DISTRIBUTION UTILITY OUTAGES AND 24 HOURS NOTES FOR SERVICE LINE OUTAGES.

13. PVIs IN WATERLINE PROFILES ARE SHOWN AS GUIDANCE ONLY. HIGH POINTS BETWEEN CARVs ARE NOT ALLOWED. FIELD ADJUST PVIs

TO MINIMIZE BEND FITTINGS.

14. CONTRACTOR TO RELOCATE, LOWER OR RAISE EXISTING ELECTRICAL, TELECOM, FIBER OPTIC AND NATURAL GAS LINES AS NEEDED TO

INSTALL THE NEW WATERLINES AT NO ADDITIONAL COST TO THE GOVERNMENT.

15. MAINTAIN MINIMUM OF 18 INCHES VERTICAL SEPARATION BETWEEN NEW DRY UTILITIES (ELECTRICAL, FIBER, AND GAS) AND NEW

WATERLINES WITH WATERLINE INSTALLED BENEATH DRY UTILITIES.

16. DEFLECT PVC PIPE ALIGNMENT AT LOCATIONS INDICATED IN PLANS. USE SOLID SLEEVE OR HIGH DEFLECTION STOP COUPLINGS FOR CHANGES IN ALIGNMENT UP TO 5 DEGREES. CONTRACTOR TO PLAN FOR MINOR DEFLECTION BETWEEN IDENTIFIED STANDARD DEGREE FITTINGS BY DEFLECTING PVC JOINTS. BELL- JOINTS MAY BE DEFLECTED TO 75% OF THE MANUFACTURER'S ALLOWABLE DEFLECTION ANGLE, IF ONE INCLUDED ON THE PRINT LINE OF THE PIPE. LONGITUDINAL BENDING OF PIPE IS NOT PERMITTED. CONTRACTOR TO DEFLECT WATERLINE IN ADVANCE OF CROSSINGS OF EXISTING UTILITIES TO REMAIN IN SERVICE THAT ARE NOT BEING RELOCATED, LOWERED OR RAISED.

17. ALL WATER, SANITARY SEWER AND NATURAL GAS UTILITIES ARE TO BE NEW MATERIALS. WATER TRANSMISSION AND DISTRIBUTION MAINS AND SERVICE LINES GREATER THAN 3-INCH DIAMETER ARE TO BE PVC MATERIAL; YARD PIPING IS TO BE DUCTILE IRON MATERIAL. WATER SERVICE LINES 3-INCH AND SMALLER ARE TO BE HDPE MATERIAL. SANITARY SEWER COLLECTOR LINES AND SERVICE

LATERALS ARE TO BE PVC MATERIAL. GAS LINES ARE TO BE MDPE MATERIAL.

UGA USFM [SUE LEVEL]

COMMUNICATIONUGA UC [SUE LEVEL]

SITE UTILITIES LEGEND AND NOTES

UGA UG [SUE LEVEL]

SITE UTILITIES ABBREVIATIONS

BAND/ BANDELIER NATIONAL MONUMENT

BL BASELINE

CARV COMBINATION AIR RELEASE VALVE

CCC CIVILIAN CONSERVATION CORPS

CMP CORRUGATED METAL PIPE

DIP DUCTILE IRON PIPE

DTL DETAIL

EC ELECTRIC CONDUIT

EL/ELEV ELEVATION

EXIST EXISTING

FC FIBER CONDUIT

FOC FIELD OPERATIONS CENTER

FH FIRE HYDRANT

FM FORCE MAIN

FO FIBER OPTIC

GV GATE VALVE

INV INVERT

LAC LOS ALAMOS COUNTY

LANL LOS ALAMOS NATIONAL LABORATORY

LF LINEAR FEET

LT LEFT

NC NORMALLY CLOSED

OHWM ORDINARY HIGH WATER MARK

PROP PROPOSED

PRV PRESSURE REDUCING VALVE

PVC POLYVINYL CHLORIDE

R&D REMOVE AND DISPOSE

R&R REMOVE AND REPLACE

RT RIGHT

S SLOPE

SS SANITARY SEWER

STA STATION

VCP VITRIFIED CLAY PIPE

WL WATER LINE

YH YARD HYDRANT

YARD HYDRANT

BH

BOREHOLE

NATURAL GAS VALVE

NATURAL GAS METERG

W

G SS SS

FIBER OPTICUGA UFO [SUE LEVEL]

SS

TH

POTHOLE

W W

SEWER FORCE MAIN

W

GAS LINE TO ABANDONUGA UG [SUE LEVEL]

SEWER LINE TO ABANDONUGA USS [SUE LEVEL]X X X X

UGA UW [SUE LEVEL]X X X X WATERLINE TO ABANDON

3/

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Digitally signed by Micah E. Johnson

15:25:19-06'00'

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KEYPLAN

GENERAL AREAS OF EXPOSED PIPING AND

CONDUITS ON THE GROUND TO BE CUT,

AND REMOVED, TYP. SEE NOTE 3.

EXISTING CANYON UNDERGROUND CONCRETE TANK

(APPROX 20,000 GALLONS). SEE NOTE 1.

NOTES:

1. CLIN 0001: ABANDONMENT OF EXISTING CONCRETE TANK

AND ASSOCIATED PIPING SHALL OCCUR AFTER THE NEW

WATER SYSTEM AND NATURAL GAS SYSTEM ARE ACTIVE

AND WITH CONCURRENCE FROM CONTRACTING OFFICER.

ABANDON TANK BY DRAINING ALL WATER AND GROUTING

INLETS AND OUTLETS OF BURIED PIPING 2 FEET MIN.

CLIN OPTION B: DEMOLISH AND REMOVE ABOVEGROUND

EQUIPMENT, PIPING, ACCESS HATCHES, ETC. DRILL 4-INCH

DIAMETER HOLES IN TANK FLOOR SPACED 3-FEET APART

FROM EACH OTHER. SAW CUT CONCRETE TANK ROOF AND

DISPOSE CUT PIECES INTO TANK. FILL REMAINING EMPTY

SPACE IN TANK WITH WITH NATIVE SOIL AND 3-INCH MAX

CRUSHED ROCK FROM THE "BONEYARD" AREA VIA

HELICOPTER. SEE DWG 00G004. PROVIDE NON-VEGEATIVE

SURFACE RESTORATION BY HAND-GRADING TO EXISTING

GRADE. DEMOLISH AND DISPOSE EXPOSED WATER AND

NATURAL GAS PIPES, AND ELECTRICAL CONDUIT AGAINST

THE CLIFF. AFTER ALL UTILITIES HAVE BEEN REMOVED,

DEMOLISH THE ROCK FACADE.

ALL DEMOLITION AND ABANDONMENT OF STRUCTURES

SHALL COMPLY WITH ALL FEDERAL, STATE, AND LOCAL

CODES AND REQUIREMENTS.

2. NO ACCESS ROAD IS PERMITTED TO BE CONSTRUCTED TO

ACCESS THE CONCRETE TANK AND PIPING. ACCESS

PERMITTED ON FOOT ONLY AND WITHIN LIMITS OF

DISTURBANCE (SEE DWG 02C004). VEHICULAR ACCESS

NOT PERMITTED.

3. ALL EXPOSED GAS, WATER AND COMMUNICATIONS

CONDUITS, PIPING AND OTHER APPURTENANCES

BETWEEN BASE OF THE CLIFF AND THE BURIED

CONCRETE TANK ARE TO BE CUT AND REMOVED

MANUALLY. CONTRACTOR TO BE ACCOMPANIED BY NPS

ARCHAEOLOGIST WHEN REMOVING EXPOSED PIPING

OUTSIDE OF LIMITS OF DISTURBANCE.

4. ALL CAVATES AND NATIVE VEGETATION IS TO BE

PROTECTED AND NOT DISTURBED.

SHEET NOTES

CAVATES (TYP).

SEE NOTE 4.

EXPOSED 2-INCH WATER LINE AND

GAS LINE (NOT SHOWN) TO BE CUT

AND REMOVED. TYP. SEE NOTE 3.

BASE OF CLIFF

EXPOSED ELECTRICAL

CONDUIT TO BE CUT AND

REMOVED. DEMOLISH

AND REMOVE WATER AND

GAS LINES BEHIND ROCK

FACADE. THEN DEMOLISH

ROCK FACADE. SEE DWG

02C004 AND NOTE 1.

3/

/2

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CLIN 0001 - MAIN PARK WATER SYSTEM: ABANDON UNDERGROUND

CONCRETE TANK. FOR DETAILS SEE SPECIFICATION 01 27 00.

CLIN OPTION H - DEMOLITION OF EXISTING CANYON UNDERGROUND CONCRETE

WATER TANK AND EXPOSED SUSPENDED UTILITIES: INCLUDES DEMOLITION AS

DESCRIBED ON THIS SHEET. FOR DETAILS SEE SPECIFICATION 01 27 00.

UNDERGROUND 20,000-GAL CONCRETE STORAGE TANK

EXPOSED UTILITY PIPING AT BASE OF CLIFF

GENERAL AREA

OF ROCK FACADE

WITH HIDDEN

AND EXPOSED

UTILITIES TO BE

CUT AND

REMOVED, TYP.

SEE NOTE 1.

CONCRETE

STORAGE

TANK

Digitally signed by Micah E. Johnson

15:26:08-06'00'

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100'-0"

100'-0"

100'-0"100'-0"

100'-0"

100'-0"

100'-0"

ELEVATION GRADE

NOTES:

1. APPROXIMATE ELEVATION GRADE SHOWN FOR

REFERENCE ONLY.

APPROX. LOCATION OF

EXISTING GATE.

COORDINATE VEHICLE

ACCESS WITH

CONTRACTING OFFICER.

EN

TR

AN

C

E R O

AD

SOLENOID VALVE VAULT EXTERIOR

ELECTRICAL CONDUIT

(VIEW FROM AIR RELEASE VALVE

VAULT FACING DOWNHILL

TOWARDS CANYON PARKING LOT)

CUT AND REMOVE 3/4-INCH

ELECTRICAL CONDUIT

BETWEEN BASE OF CLIFF AND

SOLENOID VALVE VAULT ONLY.

CUT AND REMOVE EXPOSED 2-INCH

WATERLINE, 2-INCH GAS LINE AND

3/4-INCH ELECTRICAL CONDUIT

BETWEEN BASE OF CLIFF, CONCRETE

TANK AND RETAINING WALL BEHIND

ADMINISTRATION BUILDINGS.

CONTRACTOR TO BE ACCOMPANIED BY

NPS ARCHAEOLOGIST WHEN REMOVING

EXPOSED PIPING.

APPROXIMATE BASE OF CLIFF.

DEMOLISH AND REMOVE

SOLENOID VALVE VAULT AND

INTERIOR PIPING. RE-GRADE

TO MATCH EXISTING GRADE.

KEYPLAN

SOLENOID VALVE VAULT INTERIOR

LIMITS OF DISTURBANCE

3/

/2

:3

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CLIN OPTION H - DEMOLITION OF EXISTING CANYON UNDERGROUND

CONCRETE WATER TANK AND EXPOSED SUSPENDED UTILITIES:

INCLUDES DEMOLITION AS DESCRIBED ON THIS SHEET. FOR

DETAILS SEE SPECIFICATION 01 27 00.

APPROXIMATE TOP

OF CLIFF.

X G

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Digitally signed by Micah E. Johnson

15:26:51-06'00'

-0+40 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00

S=-5.42%

S=-0.01%

S=-6.73% S=-12.38%

S=-33.08%

S=-17.73%

S=-8.59%

S=-7.38%

S=-1.49%

M

AT

C H

LI

N

E 0+

(S

EE

S

H

EE

T

C

0)

24" DIAMETER 0.312" (MIN) THICK STEEL CASING

10" WL, 4" FC 10" WL, 4" FC, 4" NG

HWY 4 ROW

ST

A:

+7

APPROX. LOCATION

EXIST GAS METER

NEW 4" NG METER

(SEE DETAIL 1, DWG

02C501)

EN

D

O F

ST

EE

L C

AS

IN

G

ST

A:

+4

M

AT

C

H

LI

N E

ST

A

9+

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S H

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7)

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TI

O N

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SL

P' A

N D

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ES

A'

EXIST GROUND

ST

A:

+0

WORKSHAFT/PIT.

CONTRACTOR TO

DETERMINE ACTUAL

SHAPE AND DIMENSION

WORKSHAFT/PIT.

CONTRACTOR TO DETERMINE

ACTUAL SHAPE AND

DIMENSION

ST

AR

T O

F

ST

EE

L

C

AS

IN

G

EDGE OF

PAVEMENT

EDGE OF

PAVEMENT

HIGHWAY 4

CENTERLINE

EX

IS

T G

AS

2"

G

TO

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N

KN

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N

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6"

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TO

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TO

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ST

A

4+

ST

A

6+

120' TRENCHLESS

CROSSING

EXIST GROUND

(APPROX)

ST

A:

+0

3'

.2 5°

V

ER

T

BE

N D

C L

EL

: 6

4.

6'

ST

A:

+2

9'

.2 5°

V

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T

BE

N D

C L

EL

: 6

6.

1'

PV

I S

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: 4

+1

C L

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: 6

6'

PV

I S

TA

0+

C L

EL

: 6

4.

1'

PV

I S

TA

: 7

+1

C L

EL

: 6

6.

1'

PV

I S

TA

: 0

+6

C L

EL

: 6

0.

0'

PV

I S

TA

: 2

+1

C L

EL

: 6

0.

2'

PV

I S

TA

: 3

+2

C L

EL

: 6

1.

2'

PV

I S

TA

: 8

+0

C L

EL

: 6

8.

9'

PV

I S

TA

: 9

+4

C L

EL

: 6

6.

9'

RESTRAINED JOINTS

TRENCH PLUG, SEE

DETAIL 6, DWG 02C300.

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UWB

UFO

B

UFO

B

UFO

B

UFO

B

UF

OB

UFO

B

UFO

B

U

FO

B

UF

O

B

UFO

B

UCB

UCB

UCB

UCB

UCB

UCB

UCB

UCB

UCB

UC

B

UC

B

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

W

W

W

G G

G

W

FO FO

W

W

G

G G G

W

BH

X

X

OE

UW

B

UW

B

OE

OE

OE

OE

OE

OE

OE

OE

TH

TH T

H

TH

TH T

H TH

W

BH

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

UW

D

UW

D

UW

D

UW

D

LO

D

LOD

LOD

LO

D

LO

D

LOD

LOD

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LOD

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LO

D

LOD

LO

D

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LO

D

LO

D

LO

D

4'' W

4'' W

4'' G

4'' G

4'' G

4'' G

4'' G

4'' G

4'' G

4'' G

4'' G 4'' G

4'' G

4'' G

'' W

'' W

10'' W

10'' W

10'' W

10'' W

10'' W

10'' W

8'' W

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

10'' W

X

X X X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

W

COGO POINT TABLE

COGO POINT

DESCRIPTION

10" 45° BEND

10" 45° BEND

10" 45° BEND

10" 90° BEND

10" 22.5° BEND

10"x10"x4" TEE, 10"x8" REDUCER, 10" GV, 8" GV, 4" GV

10" GV

10" GV

10" 11.25° BEND

NORTHING

1745938.39

1745799.01

1745806.66

1745752.93

1745331.36

1745320.79

1745709.35

1745551.81

1745970.96

EASTING

1631798.84

1632001.82

1632041.63

1632120.93

1631835.94

1631834.48

1632090.71

1631980.37

1631792.79

KEYPLAN

SHEET KEYNOTES

INSTALL UTILITIES IN 24" STEEL CASING VIA TRENCHLESS

METHOD PER SPECIFICATION 31 40 00 AND 31 42 00,

AND DETAIL 1, SHEET 02C300

NEW GAS METER INSTALLATION WITHIN ENCLOSURE BY LANL.

COORDINATE WITH LANL TO CONNECT GAS LINE. INSTALL 4"

GAS LINE AS SHOWN.

SURFACE SETTLEMENT MONITORING (SM) POINT ARRAY

SHALL BE CENTERED ON THE PIPE ALIGNMENT WITH ONE

POINT DIRECTLY OVER THE CENTER LINE AND ONE POINT

SPACED AT 5 FEET ON EACH SIDE OF THE CENTER LINE AS

SPECIFIED IN SECTION 31 44 00.

INSTALL 4" GAS BALL VALVE PER DETAIL 2, SHEET 02C501.

3/

/2

1:

P

M

X G

-B or de r_

BA

N

D X

C -L

AY

O

U T-

SH

EE

TS

X

C -B

AN

D

P R

O

FI

LE

S

X C

-B

AN

D _2

D -E

G -M as te r X

C -U

TI

LI

TY

S

IT

E

X E-

El ec tri ca l P ro po se d an d Ex is tin g M as te r X

C -R

O

AD

W

AY

X C

-B

AN

D _P av em en t a nd L

O D

H at ch

C

5_ D

8_

H W

Y4 W

L

PN

P.

D

W G

FI

G

U

ER

O

AJ

R

BL 'MESA'

HW

Y 4

EXIST GUARDRAIL

GRAVEL

JUNCTION 'MESA' AND 'ASLP

BL 'MESA' STA 9+40

BL 'ASLP' STA 5+92

BL 'ALSP'

SEE 02C100 FOR BLUE

WATER TANK SITE PLAN

NEW GAS METER IN

EXISTING GAS ENCLOSURE

AND GAS LINE TRENCHLESS

CROSSING

EXST POWER POLE, TYP

ABERT'S SQUIRREL

LOOP

WORKSHAFT/PIT FOOTPRINT. CONTRACTOR

TO DETERMINE ACTUAL SHAPE AND

DIMENSION

WORKSHAFT/PIT FOOTPRINT. CONTRACTOR TO

DETERMINE ACTUAL SHAPE AND DIMENSION

BH SW-17

SETTLEMENT MONITORING POINT ARRAY, TYPICAL OF 2.

GAS VALVE

LO

S A

LA

MOS N

ATIO

NAL L

ABORATO

RY

BANDELIE

R N

ATIO

NAL M

ONUMENT

SEE INSET A

CLIN 0001 - MAIN PARK WATER SYSTEM: BLUE TANK

CONNECTION TO STA 9+40. FOR DETAILS SEE

SPECIFICATION 01 27 00.

CLIN OPTION N - NATURAL GAS SYSTEM: CONNECTS TO

EXISTING GAS ENCLOSURE AND CONTINUES TO STA

9+40. FOR DETAILS SEE SPECIFICATION 01 27 00.

10"X10"X4" TEE

10X8 REDUCER

10" GV

8" GV

4" GV

10" WL

8" WL

4" W

L

INSET A

BL 'MESA'

26748

R E

E

NIGNE LANOIS

SE

F O

R P

OC

IXEM WE

N

NI

TR

AM .W TREBOR

Digitally signed by Micah E. Johnson Date: 2025.04.10

16:14:32-06'00'

Digitally signed by Robert W. Martin

Date: 2025.04.10 17:06:05-05'00'

UFOB UFOB UFOB UFOB UFOB UFOB UFOB UFOB UFOB UFOB UFOB

UFOB UFOB

UFOB

UFOB

UFOB

UFOB

UFOB

UFOB

UFOB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

U

EB

UCB UCB UCB UCB UCB UCB UCB UCB UCB UCB UCB UCB

UCB

UCB

UCB

UCB

UCB

UCB

UCB U

C

B UCB

UCB

UGB UGB UGB UGB UGB UGB UGB UGB UGB UGB UGB UGB UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

UGB

T

G

T

FO

FO

W

G

W

W W

W

W

G

E

E

E

2'

H W

Y

R O

W

OE OE OE

7'-0" (MIN) SEPARATION

X X

X X

X X

X X

X X

LOD

LO

D

LOD

LOD LOD LOD LOD LOD LOD

LO

D

LO

D

LO

D

LO

D

LODLODLODLODLODLOD

LOD

-1+00 0+00 1+00 2+00 3+00 3+40

HWY 4 ROW

EC

PC STA 1+96.91

EL 6664.7

EC

EXIST GROUND

UL 651A 5" SCHEDULE

80 CONDUIT IN

ACCORDANCE WITH

SECTION 26 05 33

SEE SHEET 02E102.

DRILL PATH

M

IN

INSTALL USING HORIZONTAL DIRECTIONAL

DRILLING (HDD)

HDD EXIT POINT

#1 AND # 2

STA: 0+30

ELEV: 6671.7

HDD ENTRY POINT

#1 AND # 2

STA: 2+20

ELEV: 6669.6

PC STA 0+63.13

EL 6664.7

PT STA 0+83.93

EL 6662.5

PT STA 1+76.11

EL 6662.5

EC

ST

A

0+

.4

ST

A

1+

.4

° 12°

R=100' (MIN) R=100' (MIN)

ELECTRICAL CONDUIT SEE

ELECTRICAL DRAWING

02E102 FOR CONTINUITY

CONNECT ELECTRICAL

CONDUIT FROM HDD TO

NEW ELECTRICAL

ELECTRICAL CONDUIT SEE

ELECTRICAL DRAWING

02E102 FOR CONTINUITY

CONNECT ELECTRICAL

CONDUIT FROM HDD TO

NEW ELECTRICAL

HWY 4

EN

TR

AN

C

E R O

AD

BL 'HWY4'

EXIST H-FRAME ELECTRICAL STRUCTURE

(SEE ELECTRICAL DRAWINGS 02E102)

EXIST RISER POLE

BL 'HWY 4' STA 0+00

SEE ELECTRICAL SHEET 02E102

FOR CONTINUATION, TIE IN

LOCATION AND REQUIREMENTS

INSTALL USING HORIZONTAL

DIRECTIONAL DRILLING (HDD)

UL 651A 5" SCHEDULE 80

CONDUITS IN ACCORDANCE

WITH SECTION 26 05 33. SHEET KEYNOTES

CONTRACTOR TO DETERMINE THE ACTUAL DRILL PATH IN

ACCORDANCE WITH SPECIFICATION 33 05 23.13 AND

REQUIREMENTS SHOWN ON THE DRAWINGS. SEE

ELECTRICAL DRAWING SHEET 02E102 FOR TIE IN

LOCATION AND REQUIREMENTS.

EXCAVATE TO CONNECT ELECTRICAL CONDUIT FROM

HDD WITH 3 FT COVER TO ELECTRICAL (SEE ELECTRICAL

DRAWINGS). INSTALL FITTINGS AS NECESSARY. SEE

ELECTRICAL DRAWINGS FOR DETAILS AND HORIZONTAL

ALIGNMENT.

KEYPLAN

LOS ALAMOS NATIONAL LABORATORY

BANDELIER NATIONAL MONUMENT

3/

/2

:5

AM

X G

-B or de r_

BA

N

D X

C -L

AY

O

U T-

SH

EE

TS

X

C -B

AN

D

P R

O

FI

LE

S

X C

-B

AN

D _2

D -E

G -M as te r X

E- El ec tri ca l P ro po se d an d

Ex is tin g

M as te r

X C

-R O

AD

W

AY

X

C -B

AN

D

_P av em en t a nd

L O

D H at ch

X C

-U

TI

LI

TY

S

IT

E

C

6_ D

8_

H W

Y4 P

N P.

D W

G

FI

G U

ER

O

AJ

R

CLIN 0003 - PRIMARY ELECTRICAL DISTRIBUTION: CONNECT

TO LANL POWER AND CONTINUE TO STA 2+20 FOR DETAILS

SEE SPECIFICATION 01 27 00.

26748

R E

E

NIGNE LANOIS

SE

F O

R P

OC

IXEM WE

N

NI

TR

AM .W TREBOR

Digitally signed by Micah E. Johnson Date: 2025.04.10

16:17:05-06'00'

Digitally signed by Robert W. Martin Date: 2025.04.10

17:10:13-05'00'

0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+20

M

AT

C H

LI

N

E

ST

A 6+

SH

EE

T

C

7A

8" WL, 4" NG & FC

JU

N

C

TI

O N

'A

SL

P'

AN

D 'A

SL

P'

ST

A:

+0

ST

A:

+9

YA

R

D H

YD

R

AN

T

LA

TE

R

AL

ST

A:

+9

EXIST GROUND AT

ROAD CENTERLINE

JU

N

C

TI

O N

'A

SL

P' A

N D

'M

ES

A'

PV

I S

TA

: 0

+5

C L

EL

: 6

2.

9'

PV

I S

TA

: 6

+1

C L

EL

: 6

7.

8'

PV

I S

TA

: 2

+7

C L

EL

: 6

3.

8'

PV

I S

TA

: 1

+6

C L

EL

: 6

1.

6'

PV

I S

TA

: 5

+2

C L

EL

: 6

2.

3'

S=5.69%

S=1.96%S=-1.15%

S=3.41%

NEW WATERLINE

PROFILE

EX

IS

T

EL

EC

TR

IC

D

IA

U

N

KN

O W

N

TO

P

EL

U N

KN

O

W N

EX

IS

T W

AT

ER

LI

N

E 6"

W

TO

P

EL

U N

KN

O

W N

EX

IS

T G

AS

2"

G

TO

P

EL

U N

KN

O

W N

EX

IS

T G

AS

2"

G

TO

P

EL

U N

KN

O

W N

EX

IS

T W

AT

ER

LI

N

E 6"

W

TO

P

EL

U N

KN

O

W N

EX

IS

T G

AS

2"

G

TO

P

EL

U N

KN

O

W N

EX

IS

T W

AT

ER

LI

N

E 6"

W

TO

P

EL

U N

KN

O

W N

6" P

VC

S

AN

IT

AR

Y

SE

W

ER

IN

V

EL

1.

AP

PR

O

X)

EX

IS

T G

AS

2"

G

TO

P

EL

U N

KN

O

W N

EX

IS

T W

AT

ER

LI

N

E 6"

W

TO

P

EL

U N

KN

O

W N

JU

N

C

TI

O N

'A

SL

P'

AN

D 'C

G R

D

ST

A:

+2

4" WL

LOD

LOD

LOD

LOD

LODLOD

LODLOD

LO

D

LOD

LO

D

LOD

LOD

LO

D

LO

D

LO

D

LO

D

LOD LOD

LO

D

LOD

LOD

LODLOD

LO

D

LOD

LOD

LOD

LOD

LO

D

LOD

LOD

LO

D

LOD

LO

D

LO

D

LOD

LOD

LOD LOD

LOD

LOD

LOD

LOD

LOD

LOD

LO

D

LOD

LOD

LOD

LOD

LOD LOD

LOD

LO

D

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

LOD

L…