40-80500-24-17090_40-80500-24-17090 Drawings_Anton Chico WWW Improvements.pdf.PDF

Las Cruces

Santa Fe

Albuquerque

Socorro

Taos

Site

COVER SHEET AND INDEX

G-0

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

WATER AND WASTEWATER IMPROVEMENTS

SITE MAP

NTS

VICINITY MAP

NTS

REVISION

GENERAL

1 G-1 COVER SHEET AND INDEX 0

2 G-2 GENERAL NOTES AND LEGEND 0

CIVIL

3 C-1 OVERALL SITE PLAN AND SURVEY CONTROL 0

4 C-2 EASTBOUND REST AREA SITE PLAN 0

5 C-3 WESTBOUND REST AREA SITE PLAN 0

6 C-4 EASTBOUND WATERLINE PLAN AND PROFILE 0

7 C-5 EASTBOUND SEWER LINE PLAN AND PROFILE 0

8 C-6 WESTBOUND WATERLINE PLAN AND PROFILE 0

9 C-7 WESTBOUND SEWER LINE PLAN AND PROFILE 0

10 C-8 EASTBOUND GRADING AND DRAINAGE PLAN 0

11 C-9 EASTBOUND EVAPORATION POND 0

12 C-10 WESTBOUND EVAPORATION POND 0

13 C-11 EASTBOUND LEACH FIELD SITE PLAN 0

14 C-12 WESTBOUND LEACH FIELD SITE PLAN 0

15 C-13 EASTBOUND TANK AND WELL BUILDING FLOOR PLAN 0

16 C-14 WESTBOUND TANK AND WELL BUILDING FLOOR PLAN 0

17 C-15 CIVIL DETAILS 1 0

18 C-16 CIVIL DETAILS 2 0

19 C-17 CIVIL DETAILS 3 0

20 C-18 CIVIL DETAILS 4 0

21 C-19 TANK DETAILS

ARCHITECTURAL

22 AD-1 DEMOLITION ROOF PLAN 0

23 A-1 WESTBOUND WELL BUILDING PLAN AND ELEVATION 0

24 A-2 EASTBOUND WELL BUILDING PLAN AND ELEVATION 0

25 A-3 WELL HOUSE BUILDING DETAILS 0

STRUCTURAL

26 S-0 GENERAL STRUCTURAL NOTES 0

27 S-0.1 SPECIAL INSPECTION TABLES 0

SITE MAP

NTS

VICINITY MAP

NTS

REVISION

ANTON CHICO REST AREAS, SANTA ROSA, NEW MEXICO

PREPARED FOR NEW MEXICO DEPARTMENT OF TRANSPORTATION - DISTRICT 4

LAS VEGAS, NEW MEXICO

INDEX OF DRAWINGS

STRUCTURAL

28 S-1 PLAN SHEETS 0

29 S-2 GROUND STORAGE FOUNDATION PLANS 0

30 S-3 FOUNDATION DETAILS 0

31 S-4 FRAMING DETAILS 0

32 S-5 TANK FOUNDATION DETAILS 0

ELECTRICAL

33 E-1 ELECTRICAL NOTES AND LEGEND 0

34 E-2 ELECTRICAL OVERALL SITE PLAN 0

35 E-3 ELECTRICAL EASTBOUND SITE PLAN 0

36 E-4 ELECTRICAL WESTBOUND SITE PLAN 0

37 E-5 ELECTRICAL WELL BUILDING PLANS 0

38 E-6 ELECTRICAL WELL BUILDING PLANS 0

39 E-7 POWER RISER DIAGRAMS & PANELS 0

40 E-8 POWER RISER DIAGRAMS & PANELS 0

INDEX OF DRAWINGSINDEX OF DRAWINGS REVISION

THE RESPONSE GROUP, INC.

An Electrical Engineering Corporation 6705 Academy Rd. NE, Suite B Albuquerque, New Mexico 87109 Phone:(505) 323-7629 Fax:(505) 323-7594 E-mail: theresponsegroup@trg-inc.net

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

GENERAL NOTES AND LEGEND

G-1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

DETAIL - TITLE

X X

PB

Point Table

OVERALL SITE PLAN AND SURVEY CONTROL

C-1

OVERALL SITE PLAN AND SURVEY CONTROL 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

E

PB

E

E

PB

PB

PB

PB

PB

S S

S S

SS

E

S S

S S

SS

SS

SS

SS

SS

M

M

EASTBOUND REST AREA SITE PLAN

C-2

EASTBOUND REST AREA SITE PLAN

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

PB

ST

ST ST

ST

E

E

PB

AC

AC

S

S

S

S

S

S

S

S

SS

SS

S

S

S

S

S

S

S

S

S

S

S

S

S

S

S S

S S

S S

S S

S

S

S

S

S

S

S S

S

S

S S

SS SS

S

S

M

M

SS

S

S

S

S

S S

S

S

S S

SS SS

S

S

WESTBOUND REST AREA SITE PLAN

C-3

WESTBOUND REST AREA SITE PLAN

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

BP

S ta

0+ .00

PI

Sta

+0 2.9

PI

S ta .7

PI

Sta

+6 0.8

PI

S ta .8

P I S ta

.1

E P

S ta

.4

0+0

1+0

2+ 00 3+

00 4+ 00 5+

00 6+ 00 7+

8+

9+ 00 9+

PB

PB

E

PB

E

E

PB

PB

PB

PB

DELINEATOR

PB

EXISTING BLDG.

F.F.E. = 5533.1'

EXISTING BLDG.

F.F.E. = 5533.2'

SS

SS

SS

AC

E AC

ST

ST

SHEET

DWG NO.

C-4

PLAN

PROFILE

EASTBOUND WATERLINE PLAN AND PROFILE

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

TO

P

.0

TO

P

.5

TO

P

.3

TO

P

.0

TO

P

.7

TO

P

.5

TO

P

.5

TO

P

.8

TO

P

.1

TO

P

.5

TO

P

.0

TO

P

.0

TO

P

E

E

SS

SS

SS

SS

SS

SS

AC

PB

PB

0+00

1+00

2+00

3+00

4+00

5+00

5+91

SS

SHEET

DWG NO.

C-5

PLAN

PROFILE

EASTBOUND SEWER LINE PLAN AND PROFILE

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

B P

S ta

.0

P I S ta

.1

P I S ta

.6

P I S ta

.9

P I S ta

.1

P I S ta

.9

P I S ta

.1

PI Sta 9+24.48

PI Sta 10+99.69

E P

S ta

.5

DELINEATOR

DELINEATOR

EE

ICV

EXISTING BLDG.

AC

AC

F.F.E. = 5555.6'

SS

SS

SS

SS

SS

SS

0+

1+

2+

3+

4+

5+

6+

7+

8+

9+

10+00

+0

+7

SHEET 8 OF 40

C-6

WESTBOUND WATERLINE PLAN AND PROFILE

PLAN

PROFILE

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

PB

ST

ST ST

ST

EE

ICV

PB

AC

AC

SS

SS

SS

SS

SS

SS

SS

SS SS SS SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

DELINEATOR

0+

1+

2+

3+

4+

5+

6+

7+

8+

8+

B P

S ta

.0

P I S ta

.9

P I S ta

.4

P I S ta

.1

P I S ta

.2

E P

S ta

.1

SS

SS

SS

SS SS SS

SS

SS SS SS SS

SS

SHEET 9 OF 40

C-7

WESTBOUND SEWER LINE PLAN AND PROFILE

PLAN

PROFILE

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

METERING MANHOLE DETAIL 1

E

E

PB

PB

PB

SS

SS

SS

SS

SS

SS

SS

SS

E

ST

ST

EASTBOUND GRADING AND DRAINAGE PLAN

C-8

EASTBOUND DRAINAGE GRADING PLAN 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

EASTBOUND EVAPORATION POND

C-9

EASTBOUND EVAPORATION POND 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

EASTBOUND POND CROSS SECTION

EASTBOUND POND CROSS SECTION A-A'

B-B'

B-B'

A-A'-

WESTBOUND EVAPORATION POND

C-10

WESTBOUND EVAPORATION POND SITE PLAN 1

800-933-3105 www.dbstephens.com

REV. NO. DATE DESCRIPTION APPROVED BY

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

WESTBOUND POND CROSS SECTION A-A'

B-B'

WESTBOUND POND CROSS SECTION B-B'

A-A'

SS SS SS SS SS

EASTBOUND LEACH FIELD SITE PLAN

C-11

EASTBOUND LEACH FIELD SITE PLAN 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

SS

SS

SS

SS

SS

SS

SS

WESTBOUND LEACH FIELD SITE PLAN

C-12

WESTBOUND LEACH FIELD SITE PLAN 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

EASTBOUND TANK AND WELL BUILDING FLOOR PLAN

C-13

EASTBOUND TANK AND WELL BUILDING FLOOR PLAN 1

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

TREATMENT ISOMETRIC -

WESTBOUND TANK AND WELL BUILDING FLOOR PLAN

C-14

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

1WESTBOUND TANK AND WELL BUILDING FLOOR PLAN

-TREATMENT ISOMETRIC

GENERAL NOTES:

CONSTRUCTION NOTES:

GENERAL DESIGN RESTRAINT NOTES:

TABLE A NOTES:

TABLE B NOTES:

1. BASIS OF DESIGN - EBAA IRON

2. PIPE MATERIAL: PVC

3. SOIL TYPE: SC, CLAYEY SAND, SANDY CLAY

4. TRENCH TYPE: 4

5. TEST PRESSURE: 250 PSI

6. FACTOR OF SAFETY: 1.5 TO 1

7. DEPTH OF BURY: 4 FEET UNLESS OTHERWISE

STATED.

8. ALL JOINTS WITHIN LENGTHS ARE TO BE

RESTRAINED

9. RESTRAINTS SHALL BE THE EBAA IRON SERIES

1800 OR ENGINEER APPROVED EQUAL.

MECHANICAL JOINT RESTRAINTS TO BE USED

ON ALL CONNECTIONS AND FITTINGS.

1. SHORTEST DISTANCE ALLOWABLE BETWEEN

TEE END AND FIRST PIPE JOINT ON MAIN RUN IS

5 FEET.

2. FLOW DIRECTION THROUGH TEE DOES NOT

AFFECT LENGTH OR JOINT TO BE RESTRAINED.

1. FLOW FROM LARGE SIZE TO SMALL SIZE PIPE.

TABLE A

3"

3"

4"

6"

8"

10"

12"

16"

18"

TABLE B

3"

3"

4"

6"

8"

10"

12"

16"

18"

24"

13'

2'

1'

1'

1'

1'

1'

1'

1'

4"

25'

17'

1'

1'

2'

1'

1'

1'

1'

LENGTH RESTRAINED (L)

BRANCH (RESTRAINED)

8"6"

51'

46'

36'

16'

6'

1'

1'

1'

17'

25'

42'

49'

57'

65'

72'

76'

1'

10"

97'

93'

87'

81'

75'

69'

56'

49'

28'

12"

100'

105'

110'

115'

118'

95'

78'

84'

61'

4"

15'

LENGTH RESTRAINED (L)

LARGE

10"

93'

87'

65'

36'

6"

45'

35'

8"

72'

64'

37'

12"

115'

110'

92'

67'

37'

16"

156'

152'

138'

120'

98'

70'

18"

175'

171'

159'

143'

123'

99'

38'

24"

231'

229'

220'

208'

193'

175'

129'

102'

16"

158'

156'

152'

148'

144'

141'

132'

128'

115'

18"

177'

150'

154'

161'

165'

168'

172'

175'

139'

24"

233'

232'

229'

227'

224'

222'

216'

213'

205'

R U

N

S M

A L

L

LENGTH TO BE RESTRAINED (L)

TABLE C

90°

HORIZ.

ELBOW

3"

4"

6"

8"

10"

12"

16"

18"

24"

16'

17'

24'

31'

37'

44'

56'

62'

80'

45°

HORIZ.

ELBOW

7'

7'

10'

13'

16'

18'

24'

26'

33'

22 1/2°

HORIZ.

ELBOW

3'

4'

5'

7'

8'

9'

12'

13'

16'

11 1/4°

HORIZ.

ELBOW

2'

2'

3'

4'

4'

5'

6'

7'

8'

45° VERT. OFFSET

3.5' TO 5.0'

UPPER-23'

LOWER-7'

UPPER-25'

LOWER-8'

UPPER-35'

LOWER-11'

UPPER-46'

LOWER-14'

UPPER-55'

LOWER-17'

UPPER-65'

LOWER-20'

UPPER-84'

LOWER-25'

UPPER-93'

LOWER-28'

UPPER-120'

LOWER-36'

22 1/2° VERT. OFFSET

3.5' TO 5.0'

UPPER-11'

LOWER-4'

UPPER-12'

LOWER-4'

UPPER-17'

LOWER-5'

UPPER-22'

LOWER-7'

UPPER-27'

LOWER-8'

UPPER-31'

LOWER-10'

UPPER-41'

LOWER-12'

UPPER-45'

LOWER-14'

UPPER-58'

LOWER-17'

11 1/4° VERT. OFFSET

3.5' TO 5.0'

UPPER-6'

LOWER-2'

UPPER-6'

LOWER-2'

UPPER-9'

LOWER-3'

UPPER-11'

LOWER-4'

UPPER-13'

LOWER-4'

UPPER-16'

LOWER-5'

UPPER-20'

LOWER-6'

UPPER-23'

LOWER-7'

UPPER-29'

LOWER-9'

DEAD END/

IN-LINE VALVE

43'

47'

67'

88'

106'

126'

164'

182'

237'

14"

138'

134'

118'

70'

96'

38'

14" 38' 70' 154'

14"

14" 1' 1' 1' 35' 63' 90' 117' 137' 158' 219'

141'

139'

134'

130'

125'

121'

111'

106'

91'

14" 51' 22' 11' 5'

UPPER-76'

LOWER-12'

UPPER-37'

LOWER-6'

UPPER-18'

LOWER-3'

148'

CIVIL DETAILS 1

C-15

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

TRACER WIRE DETAIL

PIPE TRENCH DETAIL

VALVE BOX DETAIL

FIRE HYDRANT DETAIL

RESTRAINED LENGTH DETAIL

RESTRAINED LENGTH DETAIL

WESTBOUND TYPICAL TRENCH SECTION

TYPICAL CONVEYANCE LINE TRENCH SECTION 1

SEPTIC TANK PROFILE 6

C-5,7

C-7

C-5,7

C-

ABSORPTION BED PROFILE 2

C-

VALVE VAULT 3 EASTBOUND TYPICAL TRENCH SECTION 4

C-7

ANCHOR TRENCH DETAIL (TYPICAL) 7

PIPE BOOT DETAIL 8

CIVIL DETAILS 2

C-16

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

RT,MAD

JH

JH

EASTBOUND DISPOSAL FIELD PLAN LAYOUT

C-5,11

WESTBOUND DISPOSAL FIELD PLAN LAYOUT

C-7,12

CIVIL DETAILS 3

C-17

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

CIVIL DETAILS 4

C-18

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

TANK DETAIL

C-19

800-933-3105 www.dbstephens.com

JOB NO.

SHEET

DWG NO.

DB23.1049

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

03/11/2024

NA

MAD

JH

JH

NMDOT DISTRICT 4

LAS VEGAS, NM

EASTBOUND TANK ELEVATION VIEW

EASTBOUND TANK PLAN VIEW

WESTBOUND TANK ELEVATION VIEW

WESTBOUND TANK PLAN VIEW

1. REMOVE EXISTING METAL ROOF SYSTEM & EXISTING ROOF DECK

IN ITS ENTIRETY INCLUDING ALL STRUCTURE, SOFFIT, WOOD

CEILINGS, & BLOCKING.

2. REMOVE ALL TOP PLATES & RIM BOARDS & MISC. WOOD DOWN

TO TOP OF EXISTING CMU WALL.

3. ROOF HATCH TO BE REMOVED AND STORED FOR

REINSTALLATION.

4. EXISTING EXTERIOR DOOR & FRAME TO REMAIN.

SHEET KEYED NOTES

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 22 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

AD-1

DEMOLITION ROOF PLAN

MH

RE

KS

RE

3/4" = 1'-0"1 EASTBOUND & WESTBOUND WELL BUILDING DEMO PLAN

N

N

@ EASTBOUND

@ WESTBOUND

EXISTING BUILDING

6' - 8" 3' - 4"

12' - 0" 12' - 0" FIELD VERIFY

2' - 0"

A-1 3

A-1

A-1

D

A-16

F

IE

L

D V

E R

IF

Y

EXISTING DOOR

A-3

A-3

A-3

A-3

A-3

A-3

A-1 3

A-1

A-1

A-16

S L O

P E

S

S L O

P E

S

A-3

A-3

A-3

A-3

A-3

A-3

A-2 3

A-2

FF ELEV.

100' - 0"

FF ELEV.

100' - 0"

EXISTING

BUILDING

A-3

FF ELEV.

100' - 0"

EXISTING

BUILDING

A-3

A. ALL WORK PERFORMED ON THIS PROJECT SHALL BE

IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE,

AND LOCAL LAWS, RULES, AND REGULATIONS.

B. CONTRACTOR SHALL FURNISH ALL NECESSARY

MATERIALS AND LABOR TO PROVIDE A FUNCTIONAL

CODE COMPLIANT MECHANICAL, PLUMBING, AND

ELECTRICAL SYSTEM.

GENERAL SHEET NOTES

SHEET KEYED NOTES

1. SLOPE SLAB AND/OR GRADE AWAY FROM BUILDING

AS PER GEOTECHNICAL REPORT

2. PORTLAND CEMENT STUCCO SYSTEM OVER WEATHER

RESISTIVE BARRIER PER SPECIFICATIONS.

3. SUSPENDED ELECTRIC HEATER SEE MEP PLANS

4. PREPARE EXISTING CMU SURFACE TO RECEIVE NEW

STUCCO FINISH SYSTEM OVER WEATHER RESISTIVE

BARRIER (WRB) PER SPECIFICATION.

5. PROVIDE HORIZONTAL & VERTICAL CONTROL JOINTS

WHERE DISSIMILAR SUBSTRATES AND EXISTING/ NEW

CONSTRUCTION ABUTS.

6. NEW STUCCO FINISH SYSTEM OVER (WRB) PER

SPECIFICATION OVER WOOD SHEATHING SUBSTRATE

AND FRAMING AT GABLE ENDS.

7. UNDERSIDE OF 40 ROOF OVERHANGS TO RECEIVE

EXTERIOR GRADE WOOD OR GYPSUM SHEATHING,

(WRB) & STUCCO FINISH SYSTEM.

8. NEW CORRUGATED METAL ROOFING SYSTEM PER

SPECIFICATIONS

9. NEW METAL DRIP EDGE & FASCIA BY METAL ROOF

MANUFACTURER. REFER TO SPECIFICATIONS & SHEET

A-3.

10. NEW EXTERIOR HM DOOR & FRAME. REFER TO 7/A-1

PRIME & PAINT, COLOR TO BE SELECTED BY

ARCHITECT.

11. INSTALL EXISTING ROOF HATCH AT LOCATION

IDENTIFIED BY KEYED NOTE #6 ON SHEET S-1.

PROVIDE PRESSURE TREATED WOOD CURB

EXTENSION AS REQUIRED TO PROVIDE FLASHING AT

THE NEW METAL ROOF INTERFACE PER ROOFING

MANUFACTURER'S RECOMMENDATIONS.

12. PROVIDE CONTINUOUS WEEP SCREED (MIN. 4"

HEIGHT) ALONG ENTIRE PERIMETER OF 40 THE

BUILDING (NEW & EXISTING) RECEIVING STUCCO

FINISH PER DETAIL 4/A-3.

13. 14”X14” WALL LOUVER, J BLADE, WITH MOTORIZED

DAMPER (120V), INTERLOCKED WITH EXHAUST FAN.

BOTTOM OF LOUVER LOCATED 14” ABOVE FINISHED

FLOOR, SEE SCHEDULE ON SHEET S - 0 .

14. EXHAUST FAN, EXTEND 12”X12” DUCT DOWN FROM

EXHAUST FAN ON ROOF TO 8 FEET ABOVE FINISHED

FLOOR, DUCT OPEN. EXHAUST FAN LOCATED ON

ROOF CURB, SEE SCHEDULE ON SHEET S - 0 .

15. FLOOR DRAIN, SEE DBS&A FOR FLOOR SLOPE, SIZE &

LOCATION.

FF ELEV.

100' - 0"

EXISTING

BUILDING

EXISTING

DOOR

9 5 6 8

1. PROVIDE FULLY OPERATIONAL DOOR

OPENINGS. REFER TO FINISH

HARDWARE SPECIFICATION.

2. PROVIDE COMPLETE WATERTIGHT

INSTALLATION AT EXTERIOR ENVELOPE.

SEAL AT DISSIMILAR MATERIALS.

D100

NOTE:

2" 3' - 0" 2"

FF EL

SEE ELEV.

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 23 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

A-1

WESTBOUND WELL BUILDING PLAN & ELEV.

MH

RE

KS

RE

1/2" = 1'-0"1 WESTBOUND WELL BUILDING FLOOR PLAN

1/2" = 1'-0"2 WESTBOUND WELL BUILDING ROOF PLAN

3/8" = 1'-0"3 WEST ELEVATION

3/8" = 1'-0"4 NORTH ELEVATION

3/8" = 1'-0"5 SOUTH ELEVATION

N

@ WESTBOUND

N

@ WESTBOUND

3/8" = 1'-0"6 EAST ELEVATION

1/4" = 1'-0"7 DOOR & FRAME TYPES - HOLLOW METAL DOOR FRAME

EXISTING BUILDING

6' - 8" 3' - 4"

12' - 0" 12' - 0" FIELD VERIFY.

2' - 0"

D

F

IE

L D

V E

R

IF

Y

A-2 3

A-2

A-2

A-26

EXISTING DOOR

A-3

A-3

A-3

A-3

A-3

A-3

A-1 3

A-1

A-1

A-16

A-2 3

A-2

A-2

A-3

A-3

A-3

A-3

A-3

A-3

A-26

S L O

P E

S

S L O

P E

S

FF ELEV.

100' - 0"

1 1

FF ELEV.

100' - 0"

EXISTING

BUILDING

A-3

FF ELEV.

100' - 0"

EXISTING

BUILDING

A-3

A. ALL WORK PERFORMED ON THIS PROJECT SHALL BE

IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE,

AND LOCAL LAWS, RULES, AND REGULATIONS.

B. CONTRACTOR SHALL FURNISH ALL NECESSARY

MATERIALS AND LABOR TO PROVIDE A FUNCTIONAL

CODE COMPLIANT MECHANICAL, PLUMBING, AND

ELECTRICAL SYSTEM.

GENERAL SHEET NOTES

1. SLOPE SLAB AND/OR GRADE AWAY FROM BUILDING

AS PER GEOTECHNICAL REPORT

2. PORTLAND CEMENT STUCCO SYSTEM OVER

WEATHER RESISTIVE BARRIER PER SPECIFICATIONS.

3. SUSPENDED ELECTRIC HEATER SEE MEP PLANS

4. PREPARE EXISTING CMU SURFACE TO RECEIVE NEW

STUCCO FINISH SYSTEM OVER WEATHER RESISTIVE

BARRIER (WRB) PER SPECIFICATION.

5. PROVIDE HORIZONTAL & VERTICAL CONTROL JOINTS

WHERE DISSIMILAR SUBSTRATES AND EXISTING/ NEW

CONSTRUCTION ABUTS.

6. NEW STUCCO FINISH SYSTEM OVER (WRB) PER

SPECIFICATION OVER WOOD SHEATHING SUBSTRATE

AND FRAMING AT GABLE ENDS.

7. UNDERSIDE OF ROOF OVERHANGS TO RECEIVE

EXTERIOR GRADE WOOD OR GYPSUM SHEATHING,

(WRB) & STUCCO FINISH SYSTEM.

8. NEW CORRUGATED METAL ROOFING SYSTEM PER

SPECIFICATIONS

9. NEW METAL DRIP EDGE & FASCIA BY METAL ROOF

MANUFACTURER. REFER TO SPECIFICATIONS &

SHEET A-3.

10. NEW EXTERIOR HM DOOR & FRAME. REFER TO 7/A-1

PRIME & PAINT, COLOR TO BE SELECTED BY

ARCHITECT.

11. INSTALL EXISTING ROOF HATCH AT LOCATION

IDENTIFIED BY KEYED NOTE #6 ON SHEET S-1.

PROVIDE PRESSURE TREATED WOOD CURB

EXTENSION AS REQUIRED TO PROVIDE FLASHING AT

THE NEW METAL ROOF INTERFACE PER ROOFING

MANUFACTURER'S RECOMMENDATIONS.

12. PROVIDE CONTINUOUS WEEP SCREED (MIN. 4"

HEIGHT) ALONG ENTIRE PERIMETER OF THE BUILDING

(NEW & EXISTING) RECEIVING STUCCO FINISH PER

DETAIL 4/A-3.

13. 14”X14” WALL LOUVER, J BLADE, WITH MOTORIZED

DAMPER (120V), INTERLOCKED WITH EXHAUST FAN.

BOTTOM OF LOUVER LOCATED 14” ABOVE FINISHED

FLOOR, SEE SCHEDULE ON SHEET .

14. EXHAUST FAN, EXTEND 12”X12” DUCT DOWN FROM

EXHAUST FAN ON ROOF TO 8 FEET ABOVE FINISHED

FLOOR, DUCT OPEN. EXHAUST FAN LOCATED ON

ROOF CURB, SEE SCHEDULE ON SHEET .

15. FLOOR DRAIN, SEE DBS&A FOR FLOOR SLOPE, SIZE &

LOCATION.

SHEET KEYED NOTES

S-0

S-0

FF ELEV.

100' - 0"

EXISTING

BUILDING

EXISTING

DOOR

9 5 6 8

1. PROVIDE FULLY OPERATIONAL DOOR

OPENINGS. REFER TO FINISH

HARDWARE SPECIFICATION.

2. PROVIDE COMPLETE WATERTIGHT

INSTALLATION AT EXTERIOR ENVELOPE.

SEAL AT DISSIMILAR MATERIALS.

D100

NOTE:

2" 3' - 0" 2"

FF EL

SEE ELEV.

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 24 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

A-2

EASTBOUND WELL BUILDING PLAN & ELEV.

MH

RE

KS

RE

1/2" = 1'-0"1 EASTBOUND WELL BUILDING FLOOR PLAN

1/2" = 1'-0"2 EASTBOUND WELL BUILDING ROOF PLAN

3/8" = 1'-0"3 PLAN WEST ELEVATION

3/8" = 1'-0"4 PLAN NORTH ELEVATION

3/8" = 1'-0"5 PLAN SOUTH ELEVATION

N

@ EASTBOUND

N

@ EASTBOUND

3/8" = 1'-0"6 PLAN EAST ELEVATION.

1/4" = 1'-0"7 DOOR & FRAME TYPES - HOLLOW METAL DOOR FRAME

N

N

PLAN NORTH

MAX.

1"

FASTENER AT 12" O.C.

PEEL & STICK UNDERLAYMENT

ICE & WATERSHIELD BY WR

GRACE, CONTINUOUS OVER

ENTIRE ROOF DECK & EDGE

BLOCKINGS

EAVE FLASHING (WS-4)

26 GA GALVALUME FASCIA,

CONTINUOUS, SCREW TO

CONTINUOUS BLOCKING.

#9X_WOOD SCREW

TBD HEX HEAD

(SEE NOTE 2)

NOTE: 1. FASTENER TYPE OVER JOIST TO BE #12X SELF DRILLER FASTENER.

INSIDE FOAM CLOSURE

(SET IN SEALANT)

7/8" CORRUGATED PANEL

BLOCKING, SEE

STRUCTURAL PLANS

WOOD DECKING, SEE

STRUCTURAL PLANS

JOIST, SEE

STRUCTURAL PLANS.

A N

G

LE

D E N

O

TE

S

5 1/4"

/4

1/2"

1/2" H

EM

EAVE FLASHING (WS-4)

ICE & WATERSHIELD WRAPS

OVER WEATHER RESISTIVE

BARRIER

METAL DRIP EDGE

WEATHER RESISTIVE BARRIER

PER CODE & SPECIFICATIONS

WOOD SHEATHING,

SEE STRUCTURAL

STUCCO SYSTEM

PEAK FLASHING/HIGH EAVE

(WS-19)

PEAK FLASHING

(WS-19)

26 GA GALVALUME

FASCIA,

CONTINUOUS,

SCREW TO

CONTINUOUS

BLOCKING.

BLOCKING, SEE

STRUCTURAL PLANS

PEEL & STICK UNDERLAYMENT

ICE & WATERSHIELD BY WR

GRACE, CONTINUOUS OVER

ENTIRE ROOF DECK & EDGE

BLOCKINGS

WOOD DECKING, SEE

STRUCTURAL PLANS

7/8" CORRUGATED PANEL

JOIST, SEE

STRUCTURAL PLANS.

#9X_WOOD SCREW

TBD HEX HEAD

(SEE NOTE 1)

OUTSIDE FOAM CLOSURE

(SET IN SEALANT)

#14x7/8" LAP SELF

DRILLER @ 12"

O.C. MAX

#9X_WOOD SCREW

TBD HEX HEAD

BUTYL TAPE SEAL

5" VARIES

1/2" HEM

/8

1/ 2"

1/ 2"

H

EM

NOTE: 1. FASTENER TYPE OVER JOIST TO BE #12X SELF DRILLER FASTENER.

ANGLE

DENOTES

WOOD SHEATHING, SEE STRUCTURAL

WEATHER RESISTIVE BARRIER

PER CODE & SPECIFICATIONS

METAL DRIP EDGE

STUCCO SYSTEM

GABLE FLASHING

(WS-16-UGF)

26 GA GALVALUME

FASCIA,

CONTINUOUS,

SCREW TO

CONTINUOUS

BLOCKING.

BLOCKING, SEE

STRUCTURAL

PLANS

PEEL & STICK UNDERLAYMENT ICE &

WATERSHIELD BY WR GRACE, CONTINUOUS

OVER ENTIRE ROOF DECK & EDGE BLOCKINGS

WOOD DECKING, SEE

STRUCTURAL PLANS

7/8" CORRUGATED

PANEL

JOIST, SEE

STRUCTURAL PLANS.

#9X_WOOD SCREW

TBD HEX HEAD

(SEE NOTE 1)

#14x7/8" LAP SELF

DRILLER @ 12"

O.C. MAX

#9X_WOOD SCREW

TBD HEX HEAD

BUTYL TAPE SEAL

NOTE: 1. FASTENER TYPE OVER JOIST TO BE #12X SELF DRILLER FASTENER.

2. SEE DETAIL FOR INFORMATION NOT SPECIFIED.

GABLE FLASHING

(WS-16-UGF)

3 7/8"

/8

1/ 2"

1/ 2"

H

EM

1/2" HEM

CMU WALL, SEE STRUCTURAL

1/2" THICK TYPE X GYPBOARD,

SCREW TO STRUCTURAL FRAMING.

TAPE, TEXTURE & PAINT

R-19 THERMAL BATT INSULATION, SECURE

DIRECTLY TO THE UNDERSIDE OF DECK WITH

FSK-25 FACING ON THE CEILING SIDE

1/4" STUCCO CONTROL

JOINT CONTINUOUS

ALONG ENTIRE

PERIMETER OF BUILDING

AT TRANSITION BETWEEN

CMU TO WOOD FRAMING

NEW PORTLAND CEMENT

STUCCO SYSTEM OVER

WEATHER RESISTIVE

BARRIER PER

SPECIFICATIONS

NEW EXTERIOR SHEATHING, SEE

STRUCTURAL. AT THE UNDERSIDE

OF ROOF OVERHANG & THE GABLE

END INFILLS WITH WOOD FRAMING.

/1 A-3

CONT. TOP PLATE, SEE STRUCTURAL

SEE STRUCT.

S T

R U

C T

S

E E

FF EL

SEE STRUCT.

T.O. FTNG

SEE STRUCT.

NOTE: 1. REFER TO STOGUARD PRODUCTS FOR STOGUARD DETAIL COMPONENTS; JOINT TREATMENT, ROUGH OPENING PROTECTION, BACKING FOR MASONRY ANCHORS, OR TRANSITIONS TO DISSIMILAR MATERIALS, JOINTS AND SEAMS IN

CONSTRUCTION.

2. COMPONENTS NOT IDENTIFIED AS STO ARE FURNISHED BY OTHER MANUFACTURERS AND ARE NOT NECESSARILY INSTALLED BY TRADES WHO INSTALL THE STO PRODUCTS. REFER TO PROJECT SPECIFIC CONTRACT DOCUMENTS.

MASONRY SUBSTRATE

TOP OF GRADE MIN.

4” BELOW NOSING OF

WEEP SCREED

WEEP SCREED

STOGUARD TEXTURED

FINISH

STO PRIMER (OPTIONAL)

STO POWERWALL BROWN COAT

STO EXTRASEAL SCRATCH COAT

STO EXTRASEAL SKIM COAT WATER-

RESISTIVE AIR BARRIER

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 25 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

A-3

WELL HOUSE BUILDING DETAILS

RE

RE

KS

RE

3" = 1'-0"1 EAVE DETAIL LOW END

3" = 1'-0"2 EAVE DETAIL HIGH END

3" = 1'-0"3 RAKE DETAIL

1 1/2" = 1'-0"4 WEEP SCREED DETAIL

1. WHERE DISCREPANCIES OCCUR BETWEEN PLAN, DETAILS, GENERAL STRUCTURAL NOTES AND

SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN.

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

AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF

CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE

SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES,

AND SEQUENCE. ALL APPLICABLE SAFETY REGULATIONS AND OSHA REQUIREMENTS TO BE

FOLLOWED STRICTLY.

3. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED

STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS AND THERMAL LOADS TO THE PARTIALLY

COMPLETED STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN

THE DESIGN OF SHORING, BRACING, FORMWORK, AND ANY OTHER SUPPORTING ELEMENTS

PROVIDED FOR CONSTRUCTION OF THE STRUCTURE. DURING ERECTION AND UNTIL STRUCTURE

IS ENCLOSED (AND AIR IS CONDITIONED) AND ALL PERMANENT CONNECTIONS ARE MADE, THE

CONTRACTOR MUST PROVIDE TEMPORARY BRACING FOR THE STRUCTURE IN ALL DIRECTIONS

AND ALLOW FOR THERMAL MOVEMENT DURING STRUCTURE INSTALL.

4. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND GRADE

CONDITIONS, (BOTH NEW AND EXISTING) REPORTING ANY DISCREPANCIES TO DBSA PRIOR TO

ORDERING MATERIALS OR PROCEEDING WITH ANY PHASE OF THE WORK.

5. DO NOT SCALE DIMENSIONS FROM DRAWINGS. THE CONTRACTOR SHALL REQUEST, FROM THE

MECHANICAL ENGINEER, NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS.

6. IF ANY BIDDER IS IN DOUBT AS TO THE INTENT OF THE PLANS OR SPECIFICATIONS, THEY SHALL REQUEST AN INTERPRETATION FROM THE MECHANICAL ENGINEER IN WRITING AT LEAST TEN (10)

DAYS PRIOR TO THE SCHEDULED BID DATE.

7. PRINCIPAL OPENINGS IN THE STRUCTURE ARE SHOWN ON THESE DRAWINGS. THE GENERAL

CONTRACTOR SHALL EXAMINE THE STRUCTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING

DRAWINGS FOR REQUIRED OPENINGS AS THEY SHALL BE PROVIDED AT NO ADDITIONAL COST

FOR WHETHER SHOWN ON THESE STRUCTURAL DRAWINGS OR NOT. GENERAL CONTRACTOR

SHALL VERIFY SIZE, LOCATION, AND ALL SUPPORT DETAILS OF ALL OPENINGS WITH ALL SUB-

CONTRACTORS PRIOR TO CONSTRUCTION AND COORDINATE ALL OPENING DIMENSIONS AND

LOCATIONS DURING THE SHOP DRAWING PHASE AND SUBMIT TO THE DESIGN TEAM FOR

REVIEW.

8. THIS PROJECT REQUIRES SPECIAL INSPECTIONS AS DESCRIBED IN CHAPTER 17 OF IBC. SEE

STATEMENT OF SPECIAL INSPECTIONS FOR REQUIRED INSPECTIONS. CONTRACTOR SHALL

COORDINATE WITH SPECIAL INSPECTOR ALL WORK REQUIRING SPECIAL INSPECTIONS AND

TESTING.

9. GENERAL CONTRACTOR SHALL PROVIDE DETAILED SHOP DRAWING FOR ALL STRUCTURE. SHOP

DRAWINGS SHALL BE ORIGINALS (NOT COPIES AND/OR A DERIVATIVE OF ANY CONSTRUCTION

DOCUMENT). SHOP DRAWINGS SHALL BE THOROUGHLY REVIEWED BY THE GENERAL

CONTRACTOR PRIOR TO SUBMITTAL TO DESIGN TEAM. DESIGN TEAM WILL HAVE A MINIMUM OF

TWO WEEKS REVIEW SCHEDULE. GENERAL CONTRACTOR IS TO COORDINATE WILL ALL

SUBCONTRACTORS AND SUPPLIERS AND INCORPORATE ALL INFORMATION INTO SHOP

DRAWINGS PRIOR TO SUBMITTAL TO DESIGN TEAM.

10. GENERAL CONTRACTOR SHALL COORDINATE ALL SUPPORT REQUIREMENTS (FRAMING,

LOCATION, CONNECTION DETAILS…) FOR ALL EQUIPMENT. THIS INCLUDES EQUIPMENT

SUPPORTED BY THE BUILDING STRUCTURE OR ON THE BUILDING SITE. SUBMITTALS SHALL

INDICATE ALL INFORMATION APPLICABLE FOR COORDINATION WITH ALL PARTIES.

11. CAST-IN-PLACE ANCHORS SHALL BE HELD IN PLACE WITH STEEL TEMPLATES PROVIDED BY THE

STEEL FABRICATOR. THE GENERAL CONTRACTOR SHALL SURVEY THE ANCHOR LOCATIONS

AFTER CASTING FOR COORDINATION WITH THE STEEL FABRICATOR. MODIFICATION TO THE

ANCHOR BOLTS ARE NOT ALLOWED WITHOUT WRITTEN CONSENT BY THE STRUCTURAL

ENGINEER OF RECORD.

GENERAL CRITERIA

1. APPLICABLE CODES:

A. 2015 INTERNATIONAL BUILDING CODE WITH REVISIONS AND CITY/COUNTY AMENDMENTS

B. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14)

C. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530- CURRENT EDITION)

D. AISC MANUAL OF STEEL CONSTRUCTION, ASD, THIRTEENTH EDITION

E. AMERICAN WELDING SOCIETY AWS D1.01-CURRENT EDITION

F. MIN DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10)

G. WELDED CARBON STEEL TANKS FOR WATER STORAGE (ANSI/AWWA D100-11)

2. DESIGN LIVE LOADS:

ROOF 20 PSF

GROUND SNOW LOAD 15 PSF

3. WIND LOAD (WELL HOUSE): (2015 IBC)

BASIC DESIGN WIND VELOCITY 120 MPH

RISK CATEGORY IV

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFF (GCpi) +/- 0.18

WIND LOAD (TANK) : (AWWA)

BASIC WIND SPEED 90 MPH

EXPOSURE C

4. SEISMIC LOADS DESIGN CRITERIA:

SITE CLASS D

SS 0.16g

S1 0.053g

SDS 0.16g

SD1 0.095g

SEISMIC LOAD (WELL BUILDING):(IBC 2015)

IMPORTANCE FACTOR 1.5

RISK CATEGORY IV

SITE CLASS D

SEISMIC DESIGN CATEGORY C

BASIC SEISMIC-FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS,

Rx=4.0, Ry=4.0

SEISMIC CRITERIA (TANK) : (AWWA)

SUG III

Ie 1.5

SITE CLASS D

5. FUTURE LOADS: UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR FUTURE

FLOORS, ROOFS, OR OTHER LOADS.

DESIGN CRITERIA

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORT BYGEOMAT INC. DATED

AUGUST 24,2023. THE DESIGN ALLOWABLE SOIL BEARING PRESSURE IS 2,000 PSF.

2. GENERAL CONTRACTOR SHALL REVIEW THE SOILS REPORT AND ADHERE TO ALL RECOMMENDATIONS.

3. FOOTINGS SHALL BE CARRIED TO LOWER ELEVATIONS (AT NO ADDITIONAL COST) THAN THOSE SHOWN ON THE DRAWINGS IF REQUIRED BY THE GEOTECHNICAL ENGINEER OR TESTING LAB TO REACH SOIL

CAPABLE OF PROVIDING THE DESIGN ALLOWABLE SOIL BEARING PRESSURE.

4. THE SUBGRADE AND UNDER FLOOR FILL SHALL BE PREPARED TO A POINT THAT EXTENDS 1'-0"

MINIMUM BEYOND THE LIMITS OF THE FOUNDATION.

5. MINIMUM SUBGRADE PREPARATION REQUIREMENTS ARE AS FOLLOWS: COMPACT ALL FILL UNDER BUILDING TO 95% MAXIMUM DENSITY AS DETERMINED BY ASTM D698. PLACE IN LAYERS OF 10" MAXIMUM LOOSE THICKNESS. VERIFY FIELD DENSITY, ASTM D1556, WITH AT LEAST ONE TEST PER 2000 SQUARE

FEET PER LAYER. SEE SPECIFICATIONS FOR OTHER TESTING REQUIREMENTS.

6. WALLS RETAINING SOIL SHALL BE TEMPORARILY BRACED DURING BACKFILLING AND UNTIL ALL SUPPORTING SOIL AND SLABS ARE IN PLACE AND ARE AT DESIGN STRENGTH UNLESS NOTED OTHERWISE

ON PLANS AND DETAILS.

7. UTILITY LINES SHALL NOT BE PLACED THROUGH OR BELOW FOUNDATIONS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. CONTRACTOR SHALL SUBMIT DETAILED DRAWINGS OF ALL SUCH CONDITIONS

PRIOR TO CONSTRUCTION.

8. STEMWALLS SHALL NOT BE CAST AGAINST VERTICAL EXCAVATED SIDE SURFACES.

9. FOUNDATIONS SHALL NOT BE CAST AGAINST VERTICAL EXCAVATED SIDE SURFACES UNLESS

SPECIFICALLY ALLOWED BY THE STRUCTURAL ENGINEER-OF-RECORD.

10. FOUNDATION CONCRETE SHALL BE PROVIDED BELOW ANCHOR BOLTS SO THAT 3” OF CONCRETE COVER IS PROVIDED BELOW ALL ANCHORS. NOTE THAT FOOTINGS DEPTHS GREATER THAN THAT SPECIFIED IN

THE FOOTING DETAILS AND SCHEDULES MAY BE REQUIRED.

FOUNDATIONS

1. CONCRETE COMPRESSIVE STRENGTH IN 28 DAYS:

SLAB ON GRADE, FOOTINGS 3000 PSI, NORMAL WEIGHT

EXTERIOR SLAB 4000 PSI, NORMAL WEIGHT

2. REINFORCING:

ASTM A615 - GRADE 60 TYPICAL, GRADE 40 FOR ALL TIES AND STIRRUPS.

ALL REINFORCING TO BE WELDED - ASTM A706, GRADE 60.

WELDED WIRE FABRIC - ASTM A185 (FLAT SHEETS ONLY)

IF REINFORCING LAP REQUIREMENTS ARE NOT SPECIFIED IN DRAWINGS PROVIDE LAPS PER ACI 318, PROVIDE MINIMUM LAPS OF:

FOOTINGS 30 BAR DIAMETER (18” MIN)

RING WALL FOOTING CLASS B LAP SPLICE

BASEMENT/RETAINING WALLS

VERTICAL BARS #6 AND SMALLER 57 BAR DIA’S

#7 AND LARGER 72 BAR DIA’S

HORIZ. BARS ALL 30 BAR DIA’S (18” MIN)

SLAB-ON-GRADE BARS ALL 30 BAR DIA’S (18” MIN)

ALL BARS SHALL BE CONTINUOUS AROUND CORNERS.

3. CLEAR COVER FROM FACE OF CONCRETE:

CAST-IN-PLACE CONCRETE (measure to outermost reinforcing):

WALLS, PEDESTALS 2"

COLUMNS (edge of ties) 1-1/2"

CONCRETE CAST AGAINST SOIL 3"

SLABS EXPOSED TO EARTH AND WEATHER 1-1/2"

GRADE BEAMS (edge of stirrups) 1-1/2" TOP, 3" BOT, 3" SIDES

4. ALL CONCRETE SHALL HAVE 5% ENTRAINED AIR (+- 1 ½%) UNLESS STEEL TROWELED FINISH IS

SPECIFIED.

5. WHERE SCHEDULED BARS ARE NOT PRESENT, PROVIDE CONTINUOUS #5 TOP AND BOTTOM BARS TO

SUPPORT STIRRUPS AS REQUIRED FOR THE LENGTH OF THE STIRRUP SPACING IN ALL BEAMS.

6. WALL FOOTING REINFORCING SHALL BE CONTINUOUS THROUGH ADJACENT COLUMN FOOTINGS.

7. PROVIDE VERTICAL DOVETAIL SLOTS AT 24" O.C. WITH TIES AT 16" O.C. IN ALL CONCRETE WALLS

BACKING-UP MASONRY VENEER.

8. BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC COATED LEGS OR BE HOT DIP

GALVANIZED AFTER FABRICATION.

9. MECHANICAL AND ELECTRICAL CONDUIT IN SLABS SHALL RUN UNDER TOP LAYER OF SLAB

REINFORCING. PROVIDE A MINIMUM OF 1-1/2" CLEAR BETWEEN CONDUITS AND BETWEEN REINFORCING AND ADJACENT CONDUITS PARALLEL TO REINFORCING. IF MAXIMUM SIZE OF CONDUIT EXCEEDS ONE

THIRD OF THE SLAB DEPTH, ADDITIONAL FRAMING OR REINFORCING MAY BE NECESSARY AT

ENGINEER'S DISCRETION.

10. HEADED CONCRETE ANCHORS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A108/A29, GRADES 1010, 1015, 1017, OR 1020. STUDS SHALL BE AUTOMATICALLY END WELDED IN THE SHOP OR FIELD IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

11. EMBED PLATES MUST BE SET IN THE FORM BEFORE POURING CONCRETE, NOT PLACED INTO TOP OF WET CONCRETE. THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR CORRECTIVE DETAILS FOR ANY

EMBED PLATES LEFT OUT OF CONCRETE POURS.

12. FOR SLABS-ON-GRADE, SLAB AND GRADE BEAM REINFORCING SHALL BE HELD IN PLACE BY BAR SUPPORTS WITH SAND PLATES, OR PRECAST CONCRETE BAR SUPPORTS AS DESCRIBED IN CHAPTER 3 OF THE CRSI MANUAL OF STANDARD PRACTICE. BAR SUPPORTS SHALL BE SPACED AT A MAXIMUM OF

4'-0" OC BOTH WAYS. ROCKS, CMU, OR CLAY BRICK WILL NOT BE USED AS SUPPORTS.

13. REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD.

14. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER FAR ENOUGH IN ADVANCE (48 HOURS) OF EACH CONCRETE POUR TO ALLOW AMPLE TIME TO CHECK THE LAYOUT OF THE STEEL BEFORE THE BEGINNING OF THE ACTUAL POUR, BUT NOT PRIOR TO 90% OF THE STEEL HAVING BEEN PLACED.

15. ALL CONCRETE EDGES SHALL HAVE A 3/4" CHAMFER UNLESS NOTED OTHERWISE.

16. ALL CEMENT IN EXPOSED TO GROUND CONCRETE SHALL BE TYPE II.

17. CALCIUM CHLORIDE IS NOT ALLOWED IN ANY CONCRETE.

CAST-IN-PLACE CONCRETE / REINFORCING STEEL

1. CONTRACTOR SHALL PROVIDE NECESSARY CONSTRUCTION JOINTS IN MONOLITHIC

CONCRETE POURS SO THAT THE QUALITY OF PLACEMENT AND FINISH MEETS THE

REQUIREMENTS OF PLANS AND SPECIFICATIONS. THE CONTRACTOR SHALL SUBMIT A PLAN

SHOWING THE LOCATION OF ALL CONSTRUCTION AND CONTROL JOINTS TO THE ARCHITECT

AND STRUCTURAL ENGINEER FOR REVIEW. CONTROL JOINTS SHALL BE INSTALLED WITHIN 7

HOURS OF START OF POUR.

2. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS. ALL

VERTICAL CONSTRUCTION JOINTS IN SLABS AND BEAMS SHALL BE MADE WITH BULKHEADS.

ADDITIONAL REINFORCING AT CONSTRUCTION JOINTS SHALL BE AS SPECIFIED BY THE

STRUCTURAL ENGINEER. SEE TYPICAL CONSTRUCTION JOINT DETAILS.

3. CONTROL JOINTS IN WALLS SHALL BE FULL HEIGHT, ON EACH SIDE OF WALL, AND OVER THE TOP OF THE WALL. WALL CONTROL JOINTS SHALL BE A 3/4" CHAMFER UNO, PLACED AT 30’-0”

OC MINIMUM. HORIZONTAL REINFORCING IS TO BE CONTINUOUS THROUGH JOINTS UNO.

4. ALL SLAB-ON-GRADE REQUIRE CONSTRUCTION JOINTS UNLESS SPECIFICALLY NOTED THAT

THEY ARE NOT NEEDED ON PLAN. CONSTRUCTION JOINTS SHALL BE 1/8”x1/3 THE SLAB DEPTH

MINIMUM.

5. CONTROL JOINT SPACING SHALL MEET THE MINIMUM RECOMMENDATIONS OF ACI 360R-06.

6. NO ADDITIONAL WATER (TO ORIGINAL MIX DESIGN) IS ALLOWED TO BE ADDED TO ANY SLAB-

ON-GRADE CONCRETE, NO EXCEPTIONS. GENERAL CONTRACTOR IS TO KEEP RECORDS OF

ALL POURS VERIFYING THAT NO ADDITIONAL WATER HAS BEEN ADDED TO SLAB-ON-GRADE

MIX.

7. ALL SLAB-ON-GRADE RE-ENTRANT CORNERS REQUIRE TWO #4’S x 5’-0” CENTERED IN SLAB

ORIENTED AT 45 DEGREES TO CORNER.

CONCRETE JOINTS

1. LOAD-BEARING MASONRY WALLS, PILASTERS, PIERS, RETAINING WALLS, FOUNDATION

WALLS AND ANY OTHER MASONRY SO DESIGNATED ON DRAWINGS ARE CONSIDERED HERE

TO BE STRUCTURAL MASONRY.

2. REQUIRED COMPRESSIVE STRENGTH OF MASONRY UNITS: f’m=1500 PSI (1900 PSI NET

AREA).

3. CONCRETE MASONRY UNITS (CMU) SHALL BE NORMAL WEIGHT, TYPE I, CONFORMING TO

ASTM C90. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR UNIT SIZE,

FACE, COLOR, SEALANT, DRY BLOCK SPEC, JOINTING, ETC.

4. PROVIDE DRY-BLOCK SYSTEM WHICH IS COMPRISED OF DRY-BLOCK MORTAR ADMIXTURE,

WHICH IS ADDED TO THE MORTAR, AND DRY-BLOCK BLOCK ADMIXTURE, WHICH IS MIXED

THROUGHOUT THE LOW SLUMP CONCRETE DURING THE MANUFACTURE OF THE

CONCRETE MASONRY UNIT (CMU) BY A QUALIFIED DRY-BLOCK PRODUCER.

5. MORTAR - TYPE S, ASTM C270.

6. GROUT FOR REINFORCED MASONRY - FINE GROUT, ASTM C476. MINIMUM 28-DAY

COMPRESSIVE STRENGTH - 2000 PSI.

7. MINIMUM 28-DAY COMPRESSIVE STRENGTH (F'm) OF THE MASONRY WALLS SHALL BE 1500

PSI. MASONRY STRENGTH SHALL BE DETERMINED BY THE UNIT STRENGTH METHOD OR THE

PRISM TEST METHOD AS DESCRIBED BY ACI 530.

8. REINFORCING: ASTM A615 - GRADE 60; ALL REINFORCING TO BE WELDED - ASTM A706.

HORIZONTAL JOINT REINFORCING TO BE OF A TRUSS TYPE WITH A MINIMUM OF TWO WIRES

OF W1.7 SPACED AT 16” OC MAX.

9. REFER TO THE DRAWINGS FOR REINFORCING LAP TYPICAL DETAIL AND SCHEDULE

REQUIREMENTS, WHERE LAP SPLICES ARE NOT SHOWN, LAP PER ACI 530.

10. MAXIMUM HEIGHT TO WHICH MASONRY SHALL BE LAID BEFORE GROUTING IS 5 FEET.

MAXIMUM GROUT POUR HEIGHT IS 4 FEET. IF GROUT POUR HEIGHT EXCEEDS 4 FEET

PROVIDE CLEANOUT OPENINGS AT THE BOTTOM OF EACH GROUT POUR. CLEANOUT

OPENINGS SHALL BE PROVIDED AT EACH CELL TO BE FILLED WITH GROUT. GROUTING

SHALL BE BY THE LOW-LIFT METHOD AS SPECIFIED IN THE IBC.

11. REINFORCE MASONRY WHERE SHOWN ON STRUCTURAL DRAWINGS. TIE REINFORCING IN

POSITION AND PLACE GROUT AROUND ALL REINFORCING. DO NOT PUSH REINFORCING

DOWN INTO PREVIOUSLY PLACED GROUT FILL. SET BOLTS SIMILARLY.

12. PROVIDE STANDARD TRUSS TYPE JOINT REINFORCING (DIAGONAL WEB MEMBERS, NOT

RECTILINEAR) AT 16” OC UNO. PROVIDE PREFABRICATED CORNERS AND TEES AT ALL WALL

CORNERS AND INTERSECTIONS RESPECTIVELY.

13. LAP ALL JOINT REINFORCING 75 BAR DIAMETERS, ALL HORIZONTAL REINFORCING IN CMU

SHALL BE CONTINUOUS ABOUT CORNERS AND STEPS, OR HAVE CORNER BARS WITH

REQUIRED LAP LENGTHS.

14. LAP ALL BAR REINFORCING 48 BAR DIAMETERS OR 24” MINIMUM UNLESS NOTED

OTHERWISE.

15. TIE MASONRY WYTHES WITH HORIZONTAL REINFORCING AS SPECIFIED.

16. PROVIDE VERTICAL BARS, SIZE MATCHING WALL REINFORCING, AT ALL CORNERS, ENDS OF

WALLS, EACH SIDE OF CONTROL JOINTS AND EACH SIDE OF WALL OPENINGS. SEE

ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR LOCATIONS OF CONTROL JOINTS.

17. ALL CORNERS AND INTERSECTIONS OF STRUCTURAL MASONRY WALLS SHALL BE

CONSTRUCTED BY INTERLOCKING COURSES.

18. ALL LINTELS TO BEAR 24" MINIMUM EACH SIDE OF OPENING, UNLESS NOTED OTHERWISE.

19. ALL MASONRY BELOW GRADE TO BE GROUTED SOLID.

20. BRACE AND SHORE ALL MASONRY WALLS AS REQUIRED THROUGHOUT THE COMPACTION

AND CONSTRUCTION PROCESS UNTIL THE GROUND FLOOR SLAB AND SUPPORTING FLOORS

OR ROOF HAVE BEEN COMPLETELY INSTALLED.

21. ALL CELLS WITH EXPANSION ANCHORS OR EPOXY ANCHORS TO BE GROUTED SOLID.

22. NO WELDED CONNECTIONS SHALL BE MADE TO MASONRY WALL UNTIL BUILDING IS

ENCLOSED. BRACE BEAMS AS REQUIRED UNTIL ALL STRUCTURE IS IN PLACE AS PER

CONSTRUCTION DOCUMENTS.

STRUCTURAL MASONRY

THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE

TO ANY ERRORS THAT MAY OCCUR HEREIN.

REPRODUCTION NOTE

THE REVIEW BY THE ENGINEER OF DRAWINGS, DATA, OR SAMPLES SUBMITTED BY THE CONTRACTOR WILL COVER ONLY THE GENERAL CONFORMITY TO THE DRAWING AND SPECIFICATIONS. THE ENGINEER’S REVIEW WILL NOT CONSTITUTE AN APPROVAL OF DIMENSIONS, QUANTITIES, AND DETAILS OF THE MATERIAL, EQUIPMENT, DEVICE OR ITEM SHOWN. THE REVIEW

OF DRAWINGS AND SCHEDULES WILL BE GENERAL AND NOT CONSTRUED:

A. AS PERMITTING ANY DEPARTURE FROM THE CONTRACT REQUIREMENTS

B. AS RELIEVING THE CONTRACTOR OF RESPONSIBILITY FOR ANY ERRORS, INCLUDING DETAILS, DIMENSIONS AND

MATERIALS

C. AS APPROVING DEPARTURES FROM DETAILS FURNISHED BY THE ENGINEER, EXCEPT AS OTHERWISE PROVIDED

HEREIN.

ENGINEER'S REVIEW OF SHOP DRAWINGS

1. ALL 2x's SHALL BE HEM-FIR, NO. 2 OR BETTER WITH THE FOLLOWING ALLOWABLE STRESSES:

A. Fb = 850 PSI; Ft = 525 PSI; Fc = 1300 PSI (PARALLEL); Fc = 405 PSI (PERPENDICULAR); Fv = 150 PSI; E = 1,300,000PSI

2. ALL WOOD WILL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT DELIVERY TO SITE.

3. ROOF SHEATHING SHALL BE CONTINUOUS OVER TWO SPANS MINIMUM.

4. WOOD FRAMING SHALL MEET THE REQUIREMENTS OF THE 2015 IBC.

5. NOTCHING, DRILLING, CUTTING AND MODIFYING OF WOOD STRUCTURE IS NOT PERMITTED UNLESS SPECIFICALLY

DETAILED IN THE STRUCTURAL DRAWINGS.

6. USE COMMON BOX NAILS IF NOT SPECIFIED ELSEWHERE. USE A307 BOLTS UNLESS NOTED OTHERWISE. USE SIMPSON

CONNECTIONS (INSTALL PER MANUF. SPECS) OR APPROVED EQUAL UNLESS NOTED OTHERWISE.

WOOD FRAMING

1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, AND OTHER EMBEDDED STEEL ITEMS SHALL BE SET INTO CMU OR HARDENED CONCRETE WITH EPOXY OR EPOXY GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY

THE ENGINEER.

2. MANUFACTURER'S DATA FOR ALL EPOXY AND EPOXY GROUT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR

TO INSTALLATION.

ACCEPTABLE EPOXY PRODUCTS ARE:

A. HILTI HIT-HY 270 @ ALL CMU. HILTI HIT-HY 200-A, HILTI RE 500 V3, SIMPSON STRONG-TIE SET-XP FOR CONCRETE ONLY,OR

APPROVED EQUAL. IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN ACCORDANCE WITH APPLICABLE

SAFETY LAWS.

3. ALL EPOXY AND EPOXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000 PSI AND TENSILE STRENGTH OF

2,300 PSI.

4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE DIAMETER OF THE STEEL MEMBER

BEING INSTALLED.

5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO INSTALLATION OF EPOXY. HOLES SHALL

BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS LAITANCE, DUST, DIRT, AND OIL.

6. CONTRACTOR PERFORMING EPOXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE MANUFACTURER FURNISHING THE EPOXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPOXY RELATED WORK REQUIRED IN THIS PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO DO THE WORK.

EPOXY AND EPOXY GROUT

1. ALL DEFERRED SUBMITTAL ITEMS AND THEIR CONNECTIONS ARE TO BE DESIGNED BY OTHERS (PROVIDED BY CONTRACTOR) LICENSED IN NEW MEXICO AS A CIVIL OR STRUCTURAL ENGINEER WITH ADEQUATE EXPERIENCE IN THE DESIGN OF THESE ELEMENTS.

CONSTRUCTION DOCUMENTS TO BE STAMPED AND SIGNED BY A REGISTERED NEW MEXICO PE.

2. THE DEFERRED SUBMITTAL ELEMENTS INCLUDE (BUT NOT LIMITED TO):

A. WATER TANK AND ITS FOUNDATION.

3. THE CONNECTION OF THESE DELEGATED DESIGN ELEMENTS SHALL NOT INDUCE TORSION AND/OR ECCENTRICITIES TO THE STRUCTURAL MEMBERS. GC TO PROVIDE BRACES, KICKERS AND/OR STIFFENERS TO PREVENT TORSION AND/OR ECCENTRICITIES

THAT INDUCE MOMENT WITHOUT BRACING OF THE MEMBERS.

4. THE DELEGATED DESIGN ELEMENTS INCLUDING CONNECTIONS SHALL ACCOMMODATE THE MAXIMUM ANTICIPATED DEFLECTIONS OF THE BUILDING STRUCTURE AS PER THE MAXIMUM ALLOWED DEFLECTIONS (HORIZONAL AND SWAY) IN THE ASCE 7 CODE REFERENCED IN THESE GENERAL STRUCTURAL NOTES. ELEVATOR SUPPORT STRUCTURE (AND CONNECTIONS) SHALL ACCOMMODATE A STORY

DRIFT OF 1.5%.

REQUIREMENT OF DEFERRED SUBMITTALS (DELEGATED DESIGN)

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 26 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

S-0

GENERAL STRUCTURAL NOTES

MH

MH

KS

SH

SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

SPECIAL

INSPECTION

REQUIRED

Y/N

TYPE IBC

REFERENCE

PERIODIC

SPECIAL

INSPECTION

REFERENCE

STANDARD

N

N

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A 706.

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"

X

AWS D1.4

ACI

318:26.5.4

----X

c. INSPECT ALL OTHER WELDS.

Y

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS

NOT DEFINED IN 4.A.

X ACI 318: 17.8.2 ----

5. VERIFY USE OF REQUIRED DESIGN MIX.

3. INSPECT ANCHORS CAST IN CONCRETE.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY

OR UPWARDLY INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT

FOR PROPER APPLICATION TECHNIQUES.

---- ACI 318: 26.4.5

1908.6,1908.

7,1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

9. INSPECT PRESTRESSED CONCRETE FOR:

N a. APPLICATION OF PRESTRESSING FORCES. ----

ACI 318:

26.9.2.1

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

Y X

ACI 318: CH.

19, 26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

Y X ACI 318: 17.8.2 ----

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

b. GROUTING OF BONDED PRESTRESSING TENDONS

N 10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. X

ACI 318: CH.

26.9

CONTINUOUS

SPECIAL

INSPECTION

X

X

Y

1. INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY PLACEMENT. X

ACI 318 CH.

20, 25.2, 25.3, 26.5.1-26.5.3

1908.4----

----XN

ACI 318:

17.8.2.4

----XY

Y ----

ASTM C 172

ASTM C 31

ACI 318: 26.4.5,

26.12

1908.10X

Y

X

ACI 318:

26.4.7 - 26.4.9

1908.9----Y

N ----

ACI 318:

26.9.2.3

----X

N

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL SLABS.

ACI 318:

26.10.2X --------

Y

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

X

ACI 318:

26.10.1 (b)

1. SPECIAL INSPECTIONS / TESTING -

"SPECIAL STRUCTURAL INSPECTIONS" ARE NOT TO BE CONFUSED WITH, NOR RELIEVE THE OWNER OR OWNER'S AGENT FROM THE JURISDICTION BUILDING DEPARTMENT INSPECTIONS REQUIRED BY IBC SECTION 110. SPECIAL INSPECTIONS DO NOT RELIEVE THE CONTRACTOR FROM COMPLYING WITH THE CONTRACT DOCUMENTS. MEANS AND METHODS AND JOBSITE SAFETY ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. SEE SPECIFICATIONS FOR ADDITIONAL TESTING

REQUIREMENTS.

2. REPORTING FOR SPECIAL INSPECTION -

SPECIAL INSPECTION AND TESTING REPORTS SHALL BE COMPLETED AND DISTRIBUTED ON A WEEKLY BASIS. REPORT DEFICIENCIES THAT HAVE NOT BEEN RESOLVED IMMEDIATELY. PROVIDE COPIES OF REPORTS TO: CONTRACTOR, OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. SPECIAL INSPECTOR TO KEEP A NON-COMPLIANCE LIST DOCUMENTING ITEMS INSPECTED NOT MEETING APPROVED CONSTRUCTION DOCUMENTS AND WHEN / HOW RESOLVED.

3. REFER TO IBC SECTION 1705 AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING CONSTRUCTION

DOCUMENTS FOR ADDITIONAL NON-STRUCTURAL SPECIAL INSPECTION ITEMS.

4. ANY FABRICATOR NEEDS TO BE APPROVED BY THE JURISDICTION BUILDING DEPARTMENT OR BE CERTIFIED BY AN INDUSTRY RECOGNIZED AGENCY QUALIFIED FOR SUCH CERTIFICATION. CERTIFICATION OF FABRICATORS ARE TO BE PROVIDED TO THE STRUCTURAL ENGINEER. THE SPECIAL INSPECTION ITEMS CONTAINED HEREIN ARE REQUIRED FOR ALL

NON-CERTIFIED FABRICATORS

5. DEFINITION OF "PERIODIC" AND "CONTINUOUS" SPECIAL INSPECTIONS:

1. CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

2. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATON OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED

AND AT THE COMPLETION OF THE WORK.

WHERE "PERIODIC" SPECIAL INSPECTION IS REQUIRED, "PART-TIME" OR "INTERMITTEN" MEANS THAT INSPECTION OF THE TASK NEEDS TO BE PERFORMED FROM TIME TO TIME DURING THE PROGRESS OF THE TASK. THE PERIOD OF TIME BETWEEN INSPECTIONS VARIES GREATLY FOR DIFFERENT TYPES OF WORK DEPENDING ON THE TYPE OF INSPECTION DONE.

THE PERIOD OF TIME BETWEEN INSPECTIONS ALSO DEPENDS ON THE PACE OF THE CONSTRUCTION, THE NUMBER OF

WORKERS, AND THE QUALITY OF THE WORKMANSHIP, AND OTHER FACTORS.

IT IS THE RESPONSIBILITY OF THE SPECIAL INSPECTOR TO PROVIDE INSPECTIONS AT AN APPROPRIATE FREQUENCY AND AT APPROPRIATE TIMES DURING CONSTRUCTION. THE INSPECTOR MUST HAVE ADEQUATE EXPERIENCE AND EXHIBIT GOOD

JUDGEMENT IN DETERMINING THE FREQUENCY AND TIMING OF INSPECTIONS.

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS PER IBC 2015

SPECIAL INSPECTIONS AND TESTS OF SOILS

SPECIAL

INSPECTION

REQUIRED

Y/N

VERIFICATION AND INSPECTION TASK

FREQUENCY OF

INSPECTION

REFERENCE

FOR CRITERIA

CONTINUOUS

DURING TASK

LISTED

PERIODICALLY

DURING TASK

LISTED

IBC SECTION

Y

Y

Y

Y

Y

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE

TO ACHIEVE THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE

AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY.

---- X 1705.6

---- X 1705.6

---- X 1705.6

----X 1705.6

---- X 1705.6

LEVEL B QUALITY ASSURANCE OF MASONRY (TMS 402-13/ACI

530-13/ASCE 5-13 TABLE 3.1.2)

SPECIAL

INSPECTION

REQUIRED

Y/N

MINIMUM TESTS

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF-CONSOLIDATING GROUT.

Y

VERIFICATION OF fM' AND f'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY TMS 402-13/ACI 1530-13/ASCE 5-13..

Y

INSPECTION TASK

TMS 602 / ACI

530.1 / ASCE 6

PERIODIC

TMS 402 / ACI

530 / ASCE 5

Y

Y

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT

THE FOLLOWING ARE IN COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR.

b. CONSTRUCTION OF MORTAR JOINTS.

X

---- ART. 3.3 BX

c. GRADE AND SIZE OF PRESTRESSING TENDONS AND

ANCHORAGES

Y

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING

ARE IN COMPLIANCE:

X ART. 3.4, 3.6 A----

a. GROUT SPACE.

d. LOCATION OF REINFORCEMENT, CONNECTORS, PRESTRESSING TENDONS, AND ANCHORAGES

f. PROPERTIES OF THIN-BED MORTAR FOR AAC

MASONRY.

c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES.

SEC. 6.1, 6.2.1,

6.2.6, 6.2.7

ART. 3.2 E,

3.4, 3.6 A

d. PROPORTIONS OF SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS.

e. CONSTRUCTION OF MORTAR JOINTS.

4. VERIFY DURING CONSTRUCTION:

e. PRESTRESSING TECHNIQUE.

Y X ---- ART. 3.2 D,

3.2 F

b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND

ANCHOR BOLTS, AND PRESTRESSING TENDONS AND

ANCHORAGES.

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

Y

b. TYPE, SIZE, LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES, OR OTHER

CONSTRUCTION.

X SEC.1.2.1(e), 6.1.4.3, 6.2.1

CONTINUOUS

X

Y 1. VERIFY COMPLIANCE WITH THE APPROVED

SUBMITTALS.

X ART. 1.5----

---- XN

---- ART. 2.1 CX (b) X (c)N

Y ----

SEC. 6.1 ART. 2.4, 3.4X

Y

X ----

ART. 2.6 B,

2.4 G.1.b----Y

Y ---- ART. 3.3 F---- X

N c. WELDING OF REINFORCEMENT.

SEC.8.1.6.7.2

, 9.3.3.4(c), 11.3.3.4(b)

X --------

Y

d. PREPARATION, CONSTRUCTION, AND PROTECTION

OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40°F) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F)

X

ART. 1.8 C,

1.8 D

REFERENCE FOR CRITERIAFREQUENCY (a)

MINIMUM SPECIAL INSPECTION

ART. 2.1, 2.6 A----

---- ART. 2.4 B,

2.4H

N X ART. 3.6 B--------

Y ---- ---- ART. 3.3 BX

e. APPLICATION AND MEASUREMENT OF

PRESTRESSING FORCE.

g. PLACEMENT OF AAC MASONRY UNITS AND

CONSTRUCTION OF THIN-BED MORTAR JOINTS.

X(b) ----

ART. 3.3 B.9,

3.3 F.1.b

h. INSTALLATION OF POST-INSTALLED ANCHORS

ACCORDING TO MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS. VERIFY ANCHOR

DIMENSIONS, ADHESIVE IDENTIFICATION AND

EXPIRATION DATE, HOLE DIMENSION, EDGE

DISTANCES, EMBEDMENT DEPTH, TIGHTENING

TORQUE, BASE-MATERIAL TEMPERATURE.

5. OBSERVE PREPARATION OF GROUT

SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS.

(a) FREQUENCY REFERS TO THE FREQUENCY OF SPECIAL INSPECTIONS, WHICH MAY BE CONTINUOUS DURING THE

TASK LISTED OR PERIODIC DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

N X ---- ART. 3.6 B

f. PLACEMENT OF GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS IS IN COMPLIANCE.

(b) REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

(c) REQUIRED AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.

X(c)

N ---- ---- ART. 3.5, 3.6 CX

N

X(e) ---- SEANMX(d)Y

(d) REQUIRED FOR THE FIRST 10% OF EACH DIFFERENT TYPE OF ANCHOR AND/OR INSTALLER.

(e) REQUIRED FOR THE REMAINING 90% OF EACH DIFFERENT TYPE OF ANCHOR AND/OR INSTALLER.

Y ---- ----

ART. 1.4

B.2.a.3, 1.4 B.2.b.3, 1.4

B.2.c.3, 1.4 B.3,

1.4 B.4

X

120 Vassar Dr SE Suite 220 Albuquerque, NM 87106

WATER AND WASTEWATER

IMPROVEMENTS

ANTON CHICO REST AREA

JOB NO.

DB23.1049

DWG NO.

DATE OF ISSUE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

APPROVED BY:

REV. NO. DATE DESCRIPTION APPROVED BY

SHT. 27 OF 40

NMDOT DISTRICT 4

LAS VEGAS, NM

08/30/2023

S-0.1

SPECIAL INSPECTION TABLES

MH

MH

KS

SH

1 2

A

B

12' - 0"

S-3

S-3

S-3

EXISTING BUILDING

TYP.

TYP.

S-3

8" 6' - 0" 3' - 4" 2' - 0"

8" 11' - 4"

S-3

S-3

EXISTING FOOTING

1 2

A

B

12' - 0"

TYP.

TYP.

S-4

S-4

S-4 x

O U

T R

IG

G

E R

S

O

.C

(2 x8

1' - 3" 8" 11' - 4" x

O U

T R

IG

G

E R

S

O

.C

S-4

S-4

S-4

(2 x8

12' - 0" FIELD VERIFY 1' - 3"

F

IE

L D

V E

R

IF

Y

13' - 3"

5 5 5

5 5 5

S L O

P E

S

S L O

P E

S

SIM

T.O.W. = 108'-8" A.F.F.

T.O.W. = 108'-8" A.F.F.

T.O.W. = 108'-0" A.F.F.

T.O.W. = 108'-0" A.F.F.

(2

X

2X8 @ 16" O.C. MAX1' - 4" 1' - 4"

2X8

2X8

(2

X

SIM

TYP. TYP. TYP.

TYP.

TYP.TYP.TYP.

TYP.

TYP.

TYP.

S-4

A. TOP OF FOOTING ELEVATION = 98' - 8". SEE GEOTECH REPORT FOR REQUIREMENTS, BOTTOM OF FOOTING TO BE EQUAL OR BELOW…