Attachment_ CRCBF-07 Steel SECTION 1100 Drawings.pdf

PDF 5 MB Posted Mar 28, 2022

Attached to: CRCBF-07 Steel
Solicitation number: 69CRC-S1965
Issued by: Clark County, Fish Springs CDP, Nevada

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Written by GovTribe AI · Apr 2, 2024

This document is an attachment related to the CRCBF-07 Steel contract opportunity issued by the Colorado River Commission of Nevada (CRCNV). The scope of work includes the supply of structural steel and steel fabrication materials for the Boulder Flats 230kV Switchyard project located in Nevada, which covers Clark County and the City of Las Vegas. The materials include items such as CCVT foundations, high and low bus supports, switch supports, a shield mast, and various other structural steel components. The bid submission deadline is not specified. No details are provided on site visits, bidder's meetings, or the award date. The contract term is also not mentioned.

The document outlines pricing and technical specifications for the steel materials, including the required grades, sizes, and quantities. No information is provided on any pricing terms, set asides, incumbents, funding requirements or sources, or other salient commercial details. The focus of the document is on the technical requirements and design criteria for the steel structures and foundations.

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File	Type	Posted
Attachment_ CRCBF-07 Steel SECTION 1000.pdf	PDF	Mar 28, 2022
Quote Instructions.pdf	PDF	Mar 28, 2022
Attachment_ CRCBF-07 Steel SECTION 1000A.pdf	PDF	Mar 28, 2022
CRCBF-07 Steel - Final.docx	DOCX document	Mar 28, 2022

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STEEL STRUCTURE MATERIAL LIST BUS WORK AND CONNECTIONS

MATERIAL LIST GROUNDING CONDUCTOR AND CONNECTIONS MATERIAL LIST

MISCELLANEOUS MATERIAL LIST

MAJOR EQUIPMENT MATERIAL LIST

COMMUNICATIONS MATERIAL LIST

ENCLOSURES/SAFETY SWITCH

MATERIAL LIST

TRENCH

MATERIAL LIST

BOULDER FLATS 230KV SWITCHYARD

ES-4201 B

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2 3 4 5 6 7 8 9 10 11 12 13 14 15 161

PRELIMINARY - NOT

FOR CONSTRUCTION

COLORADO RIVER COMMISSION

ISSUED FOR BID

A1 A2 A3

B1 B2 B3

C1 C2 C3

E2E1

F1 F2 F3

F7 F8

F13F12F11

F17

G1 G2

G5 G6

H1E6

E5 E7

J2 C8 F21

F19

F22 F23

E10

F28F27

F31 F32 F33

A7 A8 A9

C11C10

B8B7

E13 E14

E12

E11

F24 F25 F26

F30F29

F34 F35 F36

F20

G8G7

G3 G4

F4 F5

F10

F14 F15 F16 C7 J1

F18

E4E3

C4 C5 C6

B6B5B4

A4 A5 A6

D1 D2 D3 D4

D5 D6

EAST-WEST

BASELINE

N O

-S O

L1M2

DECEMBER 09, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

FOUNDATION PLAN

ES-4301 A

ES-4301

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rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

PRELIMINARY - NOT

FOR CONSTRUCTION

COLORADO RIVER COMMISSION

46'-0" 46'-0"

13'-0" 13'-0" 13'-0" 13'-0"

27'-0" 27'-0"

10'-0" 10'-0"

3'-0" 3'-0"

6'-0"

4'-0" 4'-0"

23'-0"23'-0"

'-0

6'-6" 6'-6" 6'-6" 6'-6"

'-0

'-6

6'-6" 6'-6"

'-0

'-6

'-0

'-6

'-0

7' -6

-6

8' -0

4' -0

8' -0

" 8' -0

FOUNDATION IDENTIFICATION & REFERENCE

FDN

TOTAL

QTY DESCRIPTION

CONCRETE VOL (C.Y.) FDN REF

DWGPER FDN TOTAL

A 9 230kV CCVT FOUNDATION 2.4 21.6 ES-4314 B 9 230kV SINGLE PHASE HIGH BUS FOUNDATION 3.1 27.9 ES-4314 C 11 230kV ARRESTER FOUNDATION 2.4 26.4 ES-4314 D 6 230kV H-FRAME FOUNDATION 25.1 150.6 ES-4314 E 14 230kV HIGH SWITCH FOUNDATION 7.4 103.6 ES-4314 F 36 230kV SINGLE PHASE LOW BUS FOUNDATION 3.1 111.6 ES-4314 G 8 230kV LOW SWITCH FOUNDATION 6.1 48.8 ES-4314 H 3 230kV BREAKER FOUNDATION 4.9 14.7 ES-4312 J 2 230kV SSVT FOUNDATION 4.6 9.2 ES-4314

K 1 SHIELD MAST FOUNDATION 14.7 14.7 ES-4314

L 1 CONTROL ENCLOSURE FOUNDATION 37.9 37.9 ES-4313

M 2 STOOP FOUNDATION 0.5 1.0 ES-4313

27'-0"

6'-0"

'-6

NORTH

TRUE

NORTH

PLAN NORTH

41°59'27"

FOUNDATION DETAIL

A LETTER DESIGNATION FOR FOUNDATIONS

A1 HAVING THE SAME PHYSICAL CHARACTERISTICS

(I.E. DIMENSIONS, REBAR, & ANCHOR BOLTS)

FOUNDATION DESIGNATION NUMBER

A CONSECUTIVE DESIGNATION NUMBER

CORRESPONDING TO EACH FOUNDATION

BEGINNING WITH NUMBER 1.

ABOVE GRADE FOUNDATION

BASELINE

SUBSTATION FENCE

LEGEND:

NOTE:

1. LOCATE ALL FOUNDATIONS FROM BASELINES. FENCE DIMENSIONS

PROVIDED FOR REFERENCE ONLY

37'-0"10000'-0" 30'-0" 20'-0"

'-0

A 12/09/2021 CCP ISSUED FOR BID

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no. date by revision

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A 12/09/2021 CCP ISSUED FOR BID

COLORADO RIVER COMMISSION

DECEMEBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230KV CVT STRUCTURE STEEL DETAILS

ES-4303 A

ES-4303.dwg

NOTES:

1. ALL STRUCTURAL STEEL AND FABRICATION SHALL CONFORM TO THE

REQUIREMENTS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL AISC 360 LATEST EDITION.

2. ALL CHANNELS AND ANGLES TO BE IN ACCORDANCE WITH ASTM A36.

3. ALL PLATES TO BE IN ACCORDANCE WITH ASTM A572 GRADE 50.

4. ALL TUBE MEMBERS TO BE IN ACCORDANCE WITH ASTM A500 GRADE C.

5. ALL BOLTS SHALL BE A MINIMUM 5/8" DIAMETER ASTM F3125 GRADE A325 WITH

11/16" DIAMETER HOLES, UNLESS NOTED OTHERWISE.

6. NUTS TO BE IN ACCORDANCE WITH ASTM A563 GRADE DH HEAVY HEX.

7. WASHERS TO BE IN ACCORDANCE WITH ASTM F436 TYPE 1.

8. ALL STRUCTURAL SHAPES TO BE GALVANIZED IN ACCORDANCE WITH ASTM

A123 AND A143.

9. ALL HARDWARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

10. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 STRUCTURAL

WELDING CODE, LATEST EDITION. WELD ELECTRODES SHALL BE E70XXX.

11. ALL WELDS ARE TO BE VISUALLY INSPECTED BY A QUALIFIED WELD INSPECTOR

USING THE ACCEPTANCE CRITERIA OF AWS D1.1, LATEST EDITION.

12. ANCHOR BOLTS AND TEMPLATES PROVIDED BY FOUNDATION CONTRACTOR.

13. PIECE AND ERECTION MARKS SHALL BE STAMPED INTO THE METAL WITH NOT

LESS THAN 1/2" HIGH CHARACTERS BEFORE GALVANIZING. CHARACTERS SHALL

BE LEGIBLE AND VISIBLE AFTER GALVANIZING.

14. STEEL SUPPORT DESIGNED FOR TRENCH CVT TEVF245.

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

DESIGN CRITERIA (ASCE 7-16)

EXTREME WIND: 109 MPH

ICE/WIND: 30 MPH

ICE THICKNESS: 0.25"

SEISMIC: SITE CLASS D, S1 = 0.188 SS = 0.587

1" 9'

-4

9' -6

X8 X1

/4 X

'-4

ELEVATION SIDE VIEW

p1 p1 c1 c1 p2 p2 p3 (FS/NS) p3

3/16

6" 6"

8" 8"

6" 6"

8" 8"

6 3/8"

4"11

6" DIA. HOLE

(4) - 1 1/4" DIA. HOLE

FOR 1" ANCHOR BOLTS

(4) - 7/8" DIA. HOLE

p2 p1

3/16

SECTION A-A

SECTION B-B

6 3/8"

8" 8"

DETAIL p3

1" 1"

1" 2"

9/16" DIA. HOLE

1 1/2" DIA. VENT HOLE

NS AND FS

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 8X8X1/4 9'-4" A500 GR. C 241.0 241.0 p1 1 PL 1"x16" 1'-4" A572 72.6 72.6 p2 1 PL 1"x16" 1'-10" A572 99.8 99.8 p3 2 PL 3/8"x2" 0'-3" A572 0.6 1.3

TOTAL 414.7

(TYP)

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

PRELIMINARY - NOT

FOR CONSTRUCTION

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230KV 1-PH BUS SUPPORT STEEL DETAILS

ES-4304 A

ES-4304.dwg

Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\CADD\Boulder Flats Switchyard\Working\Civil\ES-4304.dwg 12/9/2021 3:42 PM CCPENNINGTON

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

NOTES:

1. ALL STRUCTURAL STEEL AND FABRICATION SHALL CONFORM TO THE

REQUIREMENTS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL AISC 360 LATEST EDITION.

2. ALL CHANNELS AND ANGLES TO BE IN ACCORDANCE WITH ASTM A36.

3. ALL PLATES TO BE IN ACCORDANCE WITH ASTM A572 GRADE 50.

4. ALL TUBE MEMBERS TO BE IN ACCORDANCE WITH ASTM A500 GRADE C.

5. ALL BOLTS SHALL BE A MINIMUM 5/8" DIAMETER ASTM F3125 GRADE A325 WITH

11/16" DIAMETER HOLES, UNLESS NOTED OTHERWISE.

6. NUTS TO BE IN ACCORDANCE WITH ASTM A563 GRADE DH HEAVY HEX.

7. WASHERS TO BE IN ACCORDANCE WITH ASTM F436 TYPE 1.

8. ALL STRUCTURAL SHAPES TO BE GALVANIZED IN ACCORDANCE WITH ASTM

A123 AND A143.

9. ALL HARDWARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

10. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 STRUCTURAL

WELDING CODE, LATEST EDITION. WELD ELECTRODES SHALL BE E70XXX.

11. ALL WELDS ARE TO BE VISUALLY INSPECTED BY A QUALIFIED WELD INSPECTOR

USING THE ACCEPTANCE CRITERIA OF AWS D1.1, LATEST EDITION.

12. ANCHOR BOLTS AND TEMPLATES PROVIDED BY FOUNDATION CONTRACTOR.

13. PIECE AND ERECTION MARKS SHALL BE STAMPED INTO THE METAL WITH NOT

LESS THAN 1/2" HIGH CHARACTERS BEFORE GALVANIZING. CHARACTERS SHALL

BE LEGIBLE AND VISIBLE AFTER GALVANIZING.

14. STEEL SUPPORT DESIGNED FOR LAPP 314161-70 INSULATOR.

LOW BUS SUPPORT:

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMP)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMP)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

DESIGN CRITERIA (ASCE 113)

EXTREME WIND: 90 MPH

ICE/WIND: 30 MPH

ICE THICKNESS: 0.00"

SEISMIC: SITE CLASS D, S1 = 0.208 SS = 0.711

FAULT CURRENT: 63kA

X/R RATIO: 11.85

ELEVATION SIDE VIEW

SECTION B-B

DETAIL P4

SECTION C-C

SECTION A-A

6" 6"

8" 8"

6" 6"

8" 8"

8" DIA. HOLE

(4) - 1 1/4" DIA. HOLE

FOR 1" ANCHOR BOLTS

1/2

7" 7"

1/ 8"

B U

- 1

1' -1

1" (H

X1 /2

1' -4

B U

- 2

2' -1

1" (H

X1 /2

2' -4

1/ 2"

B U

- 1

1' -4

B U

- 2

2' -4

1" 1"

1" 2"

9/16" DIA. HOLE

5" 5" 6"

7" 7" 7"

45°

(TYP)

p4 p2 p2 p3 c1 c1 p1p1 c1 p2 p2 1 1/2" DIA. VENT HOLE

NS AND FS

p3 p3

(4) - 13/16" DIA. HOLE

ON 7" BCD

3/16

3/16 p4 3/16

3/16

LOW BUS SUPPORT

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 10X10X1/2 11'-4 3/8" A500 GR. C 709.8 709.8 p1 1 PL 1 1/2"x16" 1'-4" A572 108.9 108.9 p2 1 PL 1"x14" 1'-2" A572 55.6 55.6 p3 1 MC 12X50 0'-10" A572 41.7 41.7 p4 2 PL 3/8"x2" 0'-3" A572 0.6 1.3

TOTAL 917.2

HIGH BUS SUPPORT

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 10X10X1/2 22'-4 3/8" A500 GR. C 1396.9 1396.9 p1 1 PL 1 1/2"x16" 1'-4" A572 108.9 108.9 p2 1 PL 1"x14" 1'-2" A572 55.6 55.6 p3 1 MC 12X50 0'-10" A572 41.7 41.7 p4 2 PL 3/8"x2" 0'-3" A572 0.6 1.3

TOTAL 1604.3

HIGH BUS SUPPORT:

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMP)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMP)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

c1 p4

(TYP)

p3 p3

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

PRELIMINARY - NOT

FOR CONSTRUCTION

ISSUED FOR BID

p4 (NS/FS)

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2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230kV SURGE ARRESTER STRUCTURE STEEL DETAILS

ES-4305 A

ES-4305.dwg

ELEVATION SIDE VIEW

5" DIA. HOLE

(4) - 1 1/4" DIA. HOLE

FOR 1" ANCHOR BOLTS

(6) - 9/16" DIA. HOLE ON 10" BCD

3/16

SECTION A-A

SECTION B-B

DETAIL p3

1" 9'

-4

9' -6

X6 X1

/4 X

'-4

5"5"

7" 7"

5" 5"

7" 7"

60°

6" 6"

1'-0"

6" 6"

1' -0

1" 1"

1" 2"

9/16" DIA. HOLE

-9

3' -9

1" c1 p3 p3 p3 p1 p1 p2 p2 p2 p1

3/16

1 1/2" DIA. HOLE

NS AND FS

NOTES:

1. ALL STRUCTURAL STEEL AND FABRICATION SHALL CONFORM TO THE

REQUIREMENTS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL AISC 360 LATEST EDITION.

2. ALL CHANNELS AND ANGLES TO BE IN ACCORDANCE WITH ASTM A36.

3. ALL PLATES TO BE IN ACCORDANCE WITH ASTM A572 GRADE 50.

4. ALL TUBE MEMBERS TO BE IN ACCORDANCE WITH ASTM A500 GRADE C.

5. ALL BOLTS SHALL BE A MINIMUM 5/8" DIAMETER ASTM F3125 GRADE A325 WITH

11/16" DIAMETER HOLES, UNLESS NOTED OTHERWISE.

6. NUTS TO BE IN ACCORDANCE WITH ASTM A563 GRADE DH HEAVY HEX.

7. WASHERS TO BE IN ACCORDANCE WITH ASTM F436 TYPE 1.

8. ALL STRUCTURAL SHAPES TO BE GALVANIZED IN ACCORDANCE WITH ASTM

A123 AND A143.

9. ALL HARDWARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

10. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 STRUCTURAL

WELDING CODE, LATEST EDITION. WELD ELECTRODES SHALL BE E70XXX.

11. ALL WELDS ARE TO BE VISUALLY INSPECTED BY A QUALIFIED WELD INSPECTOR

USING THE ACCEPTANCE CRITERIA OF AWS D1.1, LATEST EDITION.

12. ANCHOR BOLTS AND TEMPLATES PROVIDED BY FOUNDATION CONTRACTOR.

13. PIECE AND ERECTION MARKS SHALL BE STAMPED INTO THE METAL WITH NOT

LESS THAN 1/2" HIGH CHARACTERS BEFORE GALVANIZING. CHARACTERS SHALL

BE LEGIBLE AND VISIBLE AFTER GALVANIZING.

14. STEEL SUPPORT DESIGNED FOR ABB ARRESTER P180YM245A 144MCOV.

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

DESIGN CRITERIA (ASCE 7-16)

EXTREME WIND: 109 MPH

ICE/WIND: 30 MPH

ICE THICKNESS: 0.25"

SEISMIC: SITE CLASS D, S1 = 0.188 SS = 0.587

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 6X6X1/4 9'-4" A500 GR. C 177.5 177.5 p1 1 PL 1"x14" 1'-2" A572 55.6 55.6 p2 1 PL 1"x12" 1'-0" A572 40.8 40.8 p3 6 PL 3/8"x2" 0'-3" A572 0.6 3.8

TOTAL 277.8

(TYP)

p3 p3 p3 (NS/FS) p3 (NS/FS) p3 (NS/FS)

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

c1 c1

PRELIMINARY - NOT

FOR CONSTRUCTION

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230kV SWITCH SUPPORT STEEL DETAILS SH1

ES-4306 A

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designed checked detaileddate contractPublic Works Project No.

no. date by revision

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COLORADO RIVER COMMISSION

5' -0

7'-6" 13'-0" 7'-6"

5' -0

'-0

28'-0"

7'-6" 13'-0" 7'-6"

28'-0"

H S

C H

'-2

X 8'

-0

8" 5'-0" 5'-0" 8"

B2 (HSS 12X8X1/4)

S W

'-2

X5 /1

'-0

6'-6" 6'-6" 6'-6"

6'-6" 6'-6" 6'-6" 6'-6"

NOTES:

1. ALL STRUCTURAL STEEL AND FABRICATION SHALL CONFORM TO THE

REQUIREMENTS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL AISC 360 LATEST EDITION.

2. ALL CHANNELS AND ANGLES TO BE IN ACCORDANCE WITH ASTM A36.

3. ALL PLATES TO BE IN ACCORDANCE WITH ASTM A572 GRADE 50.

4. ALL TUBE MEMBERS TO BE IN ACCORDANCE WITH ASTM A500 GRADE C.

5. ALL BOLTS SHALL BE A MINIMUM 5/8" DIAMETER ASTM F3125 GRADE A325 WITH

11/16" DIAMETER HOLES, UNLESS NOTED OTHERWISE.

6. NUTS TO BE IN ACCORDANCE WITH ASTM A563 GRADE DH HEAVY HEX.

7. WASHERS TO BE IN ACCORDANCE WITH ASTM F436 TYPE 1.

8. ALL STRUCTURAL SHAPES TO BE GALVANIZED IN ACCORDANCE WITH ASTM

A123 AND A143.

9. ALL HARDWARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

10. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 STRUCTURAL

WELDING CODE, LATEST EDITION. WELD ELECTRODES SHALL BE E70XXX.

11. ALL WELDS ARE TO BE VISUALLY INSPECTED BY A QUALIFIED WELD INSPECTOR

USING THE ACCEPTANCE CRITERIA OF AWS D1.1, LATEST EDITION.

12. ANCHOR BOLTS AND TEMPLATES PROVIDED BY FOUNDATION CONTRACTOR.

13. PIECE AND ERECTION MARKS SHALL BE STAMPED INTO THE METAL WITH NOT

LESS THAN 1/2" HIGH CHARACTERS BEFORE GALVANIZING. CHARACTERS SHALL

BE LEGIBLE AND VISIBLE AFTER GALVANIZING.

14. STEEL SUPPORT DESIGNED FOR PASCOR 230kV 1050BIL 3000A..

LOW BUS SUPPORT:

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMP)

VERTICAL TBD KIPS (TEN)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMP)

VERTICAL TBD KIPS (TEN)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

DESIGN CRITERIA (ASCE 113)

EXTREME WIND: 90 MPH

ICE/WIND: 30 MPH

ICE THICKNESS: 0.00"

SEISMIC: SITE CLASS D, S1 = 0.208 SS = 0.711

FAULT CURRENT: 63kA

X/R RATIO: 11.85

LOW SWITCH SUPPORT

MARK QTY DESCRIPTION PART WEIGHT TOTAL WEIGHT

C1 2 COLUMN 1 996.8 1993.6

B1 2 BEAM 1 655.2 1310.4

B2 2 BEAM 2 1064.7 2129.4

TOTAL 5433.4

HIGH SWITCH SUPPORT

MARK QTY DESCRIPTION PART WEIGHT TOTAL WEIGHT

C1 2 COLUMN 1 1534.3 3068.6

B1 2 BEAM 1 655.2 1310.4

B2 2 BEAM 2 1064.7 2129.4

TOTAL 6508.4

HIGH BUS SUPPORT:

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMP)

VERTICAL TBD KIPS (TEN)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMP)

VERTICAL TBD KIPS (TEN)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

ELEVATION SIDE VIEW

PLAN

B1 (HSS 8X8X1/4) B1 (HSS 8X8X1/4)

C1 C1

B2 B2 B2

6'-6"

C SWITCHL C SWITCHL C SWITCHL

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

PRELIMINARY - NOT

FOR CONSTRUCTION

JUNE 22, 2021

BOULDER FLATS 230KV SWITCHYARD

230kV SWITCH SUPPORT STEEL DETAILS SH2

ES-4307 A

ES-4307.dwg Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\CADD\Boulder Flats Switchyard\Working\Civil\ES-4306.dwg 12/9/2021 5:46 PM CCPENNINGTON

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rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

4" H

S W

'-8

S W

X 7'

-8

10" 10"

1'-1" 1'-1"

1' -1

-1

10" 10"

1'-0" 1'-0"

1' -0

-0

LOW SWITCH SUPPORT - COLUMN C1

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 12X12X5/16 7'-8 3/4" A500 GR. C 377.6 377.6 p1 1 PL 1 3/4"x26" 2'-2" A572 335.5 335.5 p2 1 PL 1 1/4"x24" 2'-0" A572 204.2 204.2 p3 2 PL 3/8"x2" 0'-3" A572 0.6 1.3 p4 2 MC6x15.1 1'-4" A36 20.1 40.3 p5 1 MC12x14.3 1'-0" A36 14.3 14.3

TOTAL 973.1

HIGH SWITCH SUPPORT - COLUMN C1

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 12X12X5/16 18'-8 3/4" A500 GR. C 915.1 915.1 p1 1 PL 1 3/4"x26" 2'-2" A572 285.8 285.8 p2 1 PL 1 1/4"x24" 2'-0" A572 239.6 239.6 p3 2 PL 3/8"x2" 0'-3" A572 0.6 1.3 p4 2 MC6x15.1 1'-4" A36 20.1 40.3 p5 1 MC12x14.3 1'-0" A36 14.3 14.3

TOTAL 1496.4

ELEVATION

SECTION A-A

SECTION B-B

3/8

1/4 p2 c1 p1 p2

11" DIA. HOLE

(4) - 1 3/8" DIA. HOLE

FOR 1 1/4" BOLTS

11" DIA. HOLE

(4) - 1 13/16" DIA. HOLE

FOR 1 1/2" ANCHOR BOLTS

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

B p3

3/16 p3

(TYP)

c1 c1

DETAIL p3

1" 1"

1" 2"

2" 3"

9/16" DIA. HOLE

3/16(TYP)

DETAIL p5

DETAIL p4

1'-4"

6" 1'

-0

1'-0" p4 p5

A 12/09/2021 CCP ISSUED FOR BID

PRELIMINARY - NOT

JUNE 22, 2021

BOULDER FLATS 230KV SWITCHYARD

230kV SWITCH SUPPORT STEEL DETAILS SH3

ES-4308 A

ES-4308.dwg Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\CADD\Boulder Flats Switchyard\Working\Civil\ES-4306.dwg 12/9/2021 5:46 PM CCPENNINGTON

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

10"

1'-0" 1'-0"

1' -0

-0

5 1/2" 5 1/2"

7" 7"

1/ 2"

7" 7"

5 1/2" 5 1/2"

7" 10" 10"

1'-0" 1'-0"

2" 2"

2" 2" 7 3/4"

5'-0" 5'-0"

5'-8" 5'-8"

5'-0" 5'-0"

5'-8" 5'-8"

8" 8"

(4) - 1 3/8" DIA. HOLE

FOR 1 1/4" BOLTS

(4) - 1 1/8" DIA. HOLE

FOR 1" BOLTS

p2 p3 b2p3 b1 p3 p4 b1 p4 b1 b2 p3

5 1/2" 5 1/2"

7" 7"

BEAM B1

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

b1 1 HSS 8X8X1/4 11'-4" A500 GR. C 292.6 292.6 p2 1 PL 1 1/4"x24" 2'-0" A572 204.2 204.2 p3 2 PL 1"x14" 1'-2" A572 55.6 111.2 p4 2 PL 3/16"x7 3/4" 0'-7 3/4" A572 3.2 6.4

TOTAL 614.3

BEAM B2

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

b2 1 HSS 12X8X1/4 28'-0" A500 GR. C 913.6 913.6 p3 2 PL 1"x14" 1'-2" A572 55.6 111.2 p5 2 PL 3/16"x7 3/4" 0'-11 3/4" A572 4.8 9.7 p6 6 MC 6x15.1 0'-4" A572 5.0 30.2

TOTAL 1064.7

p3 b2 p5 p5 p5 p5 p3 p3

6'-6" 6'-6"

6 1/4" 6 1/4" 6 1/4" 6 1/4" 6 1/4" 6 1/4"

6'-6"1'-0" 6'-6" 1'-0"

28'-0"

6'-6" 6'-6" 6'-6" 6'-6"1'-0" 1'-0"

28'-0"

10" p6 p6p6

(1) - 3/4" DIA. HOLE

2" p6 p6 p6 p5 b2

2" 2"

2" 2" 7 3/4" p5 p4 p3 p2 p3 p4 b1

3/16 3/16

BEAM b1 - TOP VIEW

BEAM b1 - SIDE VIEW

BEAM b2 - TOP VIEW

DETAIL p2

DETAIL p3

SECTION A-A SECTION B-B

SECTION C-C

DETAIL p4

3/16 3/16

SECTION D-D

BEAM b2 - SIDE VIEW

3/16 3/16

DETAIL p6

SECTION E-E

DETAIL p5 p4 p4 p2 p3 b1 p3

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

TACK TACK

(TYP)

3/16 (TYP)

A 12/09/2021 CCP ISSUED FOR BID

PRELIMINARY - NOT

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230KV SSVT STRUCTURE STEEL DETAILS

ES-4309 A

ES-4309.dwg

Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\CADD\Boulder Flats Switchyard\Working\Civil\ES-4309.dwg 12/9/2021 3:42 PM CCPENNINGTON

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

4" 9'

-3

9' -6

-4

2'-0" 2'-0"

6" 6"

4'-6"

2' -9

-9

6' -0

2'-3" 1"

2" 1"

9" 9"

1'-0" 1'-0"

9" 9"

1' -0

-0

DETAIL p4

1" 1"

1" 2"

9/16" DIA. HOLE

ELEVATION SIDE VIEW

SECTION B-B

SECTION A-A

DETAIL p3 p1 p1 p2p2 p3 p4 p1 p2

5/16

(4) - 1 9/16" DIA. HOLE

FOR 1 1/4" ANCHOR BOLTS

(4) - 9/16" DIA. HOLE

5/16

5/16 (TYP)

3/16

10" DIA. HOLE

NOTES:

1. ALL STRUCTURAL STEEL AND FABRICATION SHALL CONFORM TO THE

REQUIREMENTS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL AISC 360, LATEST EDITION.

2. ALL CHANNELS AND ANGLES TO BE IN ACCORDANCE WITH ASTM A36.

3. ALL PLATES TO BE IN ACCORDANCE WITH ASTM A572 GRADE 50.

4. ALL TUBE MEMBERS TO BE IN ACCORDANCE WITH ASTM A500 GRADE C.

5. ALL BOLTS SHALL BE A MINIMUM 5/8" DIAMETER ASTM F3125 GRADE A325 WITH

11/16" DIAMETER HOLES, UNLESS NOTED OTHERWISE.

6. NUTS TO BE IN ACCORDANCE WITH ASTM A563 GRADE DH HEAVY HEX.

7. WASHERS TO BE IN ACCORDANCE WITH ASTM F436 TYPE 1.

8. ALL STRUCTURAL SHAPES TO BE GALVANIZED IN ACCORDANCE WITH ASTM

A123 AND A143.

9. ALL HARDWARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A153.

10. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 STRUCTURAL

WELDING CODE, LATEST EDITION. WELD ELECTRODES SHALL BE E70XXX.

11. ALL WELDS ARE TO BE VISUALLY INSPECTED BY A QUALIFIED WELD INSPECTOR

USING THE ACCEPTANCE CRITERIA OF AWS D1.1, LATEST EDITION.

12. ANCHOR BOLTS AND TEMPLATES PROVIDED BY FOUNDATION CONTRACTOR.

13. PIECE AND ERECTION MARKS SHALL BE STAMPED INTO THE METAL WITH NOT

LESS THAN 1/2" HIGH CHARACTERS BEFORE GALVANIZING. CHARACTERS SHALL

BE LEGIBLE AND VISIBLE AFTER GALVANIZING.

14. STEEL SUPPORT DESIGNED FOR ABB SSVT-900.

FOUNDATION LOADS (SERVICE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

FOUNDATION LOADS (ULTIMATE)

VERTICAL TBD KIPS (COMPRESSION)

HORIZONTAL TBD KIPS

MOMENT TBD KIP-FT

DESIGN CRITERIA (ASCE 7-16)

EXTREME WIND: 109 MPH

ICE/WIND: 30 MPH

ICE THICKNESS: 0.25"

SEISMIC: SITE CLASS D, S1 = 0.188 SS = 0.587

MARK QTY DESCRIPTION LENGTH GRADE PART WEIGHT TOTAL WEIGHT

c1 1 HSS 14X14X3/8 9'-3 1/2" A500 GR. C 634.7 634.7 p1 1 PL 1 1/4"x24" 2'-0" A572 204.2 204.2 p2 1 PL 1 1/4"x54" 6'-0" A572 1378.1 1378.1 p3 4 PL 1/2"x3 1/2" 2'-4" A572 13.9 55.6 p4 2 PL 3/8"x2" 0'-3" A572 0.6 1.3 p5 2 PL 3/8"x3 1/2" 1'-7" A572 7.1 14.1

TOTAL 2288.0

1 1/2" DIA. VENT HOLE

NS AND FS

DETAIL p5

3/ 4"

1'-6" 1"

2" 1" c1 c1 p3 p5p5

* WEIGHTS PROVIDED DO NOT INCLUDE GALVANIZING.

B p5 p5 p3 p3 c1

PRELIMINARY - NOT

FOR CONSTRUCTION

ISSUED FOR BID

A 12/09/2021 CCP ISSUED FOR BID

6" 6"

(SEE NOTES 6 & 7)

LOAD CASES

DESIGN LOADS IN KIPS (FOR STRUCTURAL STEEL DESIGN)

DESCRIPTION

WEATHER CONDITIONS

TEMP

(°F)

WIND

(mph)

ICE

(in)

WWIRE

(psf)

WSTR

(psf) VPA TPA LPA VSA1 TSA1 LSA1 VSA2 TSA2 LSA2 VSB TSB LSB

1 NESC 250B - LIGHT LOADING 30 60 0.00 9.00 22.50 0.57 2.55 8.25 0.16 0.77 2.48 0.15 1.05 3.30 0.20 1.05 3.30

2 NESC 250C - EXTREME WIND 60 90 0.00 20.74 22.81 0.42 2.08 6.44 0.11 0.67 2.07 0.11 0.94 2.85 0.15 0.94 2.85

3 NESC 250D - ICE & WIND 15 30 0.00 2.30 2.53 0.42 1.47 5.50 0.11 0.39 1.44 0.11 0.52 1.93 0.15 0.52 1.93

4 CONSTRUCTION 0 35 0.00 3.14 4.70 5.10 2.37 1.65 1.66 0.62 0.42 2.04 0.84 0.57 2.09 0.84 0.57

5 DEFLECTION - EXTREME WIND 60 71 0.00 12.90 12.90 0.38 1.45 4.69 0.10 0.45 1.45 0.10 0.63 1.98 0.13 0.63 1.98

6 DEFLECTION - ICE & WIND 15 24 0.00 1.47 1.47 0.38 1.32 4.98 0.10 0.35 1.30 0.10 0.46 1.74 0.13 0.46 1.74

LOADING DIAGRAM

SCALE: NONE

21 2" M

1" M

3" 3" 11

2" TYP

(1) 1 1/4" DIA.

HOLE CHAMFERED

BOTH SIDES

(2) 9/16" DIA.

HOLES

(2) 15/16" DIA.

HOLES CHAMFERED

BOTH SIDES

4"13 4"

O U

C E

O F

C O

11 8" 11 8"

3/16" PLATE

PLAN VIEW

SCALE: NONE

BACK SPAN

SHIELD 1 PHASE PHASE PHASE SHIELD 2

AHEAD SPAN

CONDUCTOR WIRE: (1) - 1272 kcmil 45/7 ACSR 'BITTERN' PER PHASE

WIND SPAN: 162.5 FT.

WEIGHT SPAN: 162.5 FT.

LINE ANGLE (Ø): 0° - 15°

LIMITED BY: 5000 LB PER CONDUCTOR @ NESC 250B - LIGHT LOADING (INITIAL)

SHIELD WIRE 1: (1) - ALUMOWELD 7 NO. 7 AW

WIND SPAN: 162.5 FT.

WEIGHT SPAN: 162.5 FT.

LINE ANGLE (Ø): 0° - 15°

LIMITED BY: 1500 LB PER WIRE @ NESC 250B - LIGHT LOADING (INITIAL)

SHIELD WIRE 2: (1) - OPGW AFL AC-86/646

WIND SPAN: 162.5 FT.

WEIGHT SPAN: 162.5 FT.

LINE ANGLE (Ø): 0° - 15°

LIMITED BY: 2000 LB PER WIRE @ NESC 250B - LIGHT LOADING (INITIAL)

BACK SPAN

SHIELD WIRE: (1) - 1/2" 7 STRAND HS STEEL BARE WIRE

WIND SPAN: 107.5 FT.

WEIGHT SPAN: 107.5 FT.

LINE ANGLE (Ø): 0° - 15°

LIMITED BY: 1500 LB PER WIRE @ NESC 250B - LIGHT LOADING (INITIAL)

DESIGN CONDITIONS:

NOTES:

1. LOAD FACTORS THAT WERE APPLIED TO THE LOAD CASES:

A. NESC 250B - LIGHT LOADING

1.5 (VERT) 2.5 (TRANS) 1.65 (LONG)

B. CONSTRUCTION

1.5 (VERT) 1.5 (TRANS) 1.5 (LONG)

C. DEFLECTION LOAD CASES

1.0 (VERT) 1.0 (TRANS) 1.0 (LONG)

D. ALL OTHER LOAD CASES

1.1 (VERT) 1.1 (TRANS) 1.1 (LONG)

2. THE WIND LOAD ON THE STRUCTURE SHALL BE APPLIED TO ALL MEMBERS WITH

NO SHIELDING EFFECTS. WIND PRESSURE FOR EACH LOAD CASE SHALL BE

APPLIED TO THE STRUCTURE IN THE DIRECTION WHICH YIELDS THE MOST

CONSERVATIVE DESIGN.

3. WWIRE IS THE WIND PRESSURE APPLIED TO THE WIRE AND WSTR IS THE WIND

PRESSURE TO BE APPLIED TO THE STRUCTURE. A SHAPE FACTOR SHALL BE

APPLIED TO THE WIND LOAD IN ACCORDANCE WITH ASCE 113 TABLE 3-9.

4. ICE LOADING SHALL BE APPLIED TO ALL SUBSTATION EQUIPMENT, RIGID BUS AND

OTHER MISCELLANEOUS ITEMS ATTACHED TO THE STRUCTURE IN ACCORDANCE

WITH ASCE 113 CHAPTER 3. ICE LOADING ON THE STRUCTURE ITSELF MAY BE

IGNORED.

5. THETA (Ø) IS THE PHASE AND SHIELD PULL OFF ANGLE AS SHOWN IN THE PLAN

VIEW.

6. THE STRUCTURE SHALL BE DESIGNED FOR THE FOLLOWING OPTIONS FOR ALL

LOAD CASES:

A. ALL CONDUCTORS AND SHIELD WIRES INSTALLED.

B. AHEAD OR BACK SPAN ONLY.

C. NO WIRES ATTACHED.

D. ANY OTHER LOAD COMBINATION THAT CONTROLS THE STRUCTURE DESIGN,

INCLUDING ANY ONE OR MULTIPLE PHASES INSTALLED.

7. IN ADDITION TO THE LOADS SPECIFIED, STRUCTURES SHALL BE DESIGNED FOR

THE FOLLOWING:

A. AN UPLIFT LOAD OF 1000 LBS AT ALL ATTACHMENTS IN PLACE OF VP AND AN

UPLIFT LOAD OF 500 LBS AT ALL ATTACHMENTS IN PLACE OF VS.

B. ALL ELECTRICAL EQUIPMENT SHOWN ON DRAWING ES-4204 FOR LOADING

CONDITIONS SHOWN IN THE ABOVE TABLE WITH THE APPLICABLE LOAD

FACTORS IN ASCE 113 TABLE 3-17.

8. STRUCTURE DEFLECTION SHALL BE LIMITED UNDER THE DEFLECTION LOAD CASES

BY ASCE 113 CLASS "C" STRUCTURES TO TOP OF STRUCTURE EXCLUDING

LIGHTNING MAST HEIGHT.

9. WELD 2-HOLE GROUND TABS TO OUTSIDE FACE OF COLUMNS AT 1'-0" BELOW TOP

PLATE AND CONTINUE WITH 1-HOLE GROUND TAB AT 6'-0" MAX SPACING. WELD

GROUND TABS TO BEAM AT 4'-0" MAX SPACING. WELD 2-HOLE GROUNDING TAB TO

OUTSIDE FACE OF COLUMNS AT 1'-6" ABOVE BASE PLATE.

10. TUBULAR STEEL SHALL BE USED FOR STRUCTURE DESIGN AND COMPLY WITH

THE SPECIFICATIONS.

11. ANCHOR BOLTS AND TEMPLATES SHALL BE FURNISHED BY STEEL SUPPLIER.

12. STRUCTURE DESIGN SHALL CONSIDER AN ALLOWABLE FOUNDATION ROTATION

AS PROVIDED IN THE SPECIFICATIONS.

13. STRUCTURE BASE PLATES SHALL INCLUDE PROVISIONS FOR CONDUIT

PENETRATIONS IN THE CENTER OF THE BASE PLATE.

14. STRUCTURE SHALL INCLUDE PROVISIONS FOR ACCESS HAND HOLES ON THE

COLUMN LEG AT EACH LIGHT LOCATION AND AT 3' FROM THE BASE PLATE.

15. STRUCTURE SHALL BE DESIGNED TO REDUCE AND MINIMIZE WIND INDUCED

OSCILLATIONS PRIOR TO INSTALLATION OF WIRES.

16. VENDOR SHALL DESIGN AND PROVIDE LIGHT MOUNTING BRACKET, HAND HOLES,

BRACES AND HOOK.

9/16" DIA. HOLE

LOAD DIRECTION

V: VERTICAL

T: TRANSVERSE

L: LONGITUDINAL

CONDUCTOR

P: PHASE

S: SHIELD

NOMENCLATURE:

DIRECTION

A: AHEAD

B: BACK

(8) 1 1/4" DIA.

HOLES CHAMFERED

BOTH SIDES

1" MAX

1' -0

O U

C E

O F

C O

3/16" THICK PLATE

AHEAD SPAN

SCALE: NONE

CONDUCTOR ATTACHMENT 1

SCALE: NONE

1-HOLE GROUND TAB 3

SCALE: NONE

SHIELDWIRE ATTACHMENT 2

SCALE: NONE

2-HOLE GROUND TAB 4

SCALE: NONE

LIGHT MOUNT 5

2' -0

LIGHT

MOUNTING

PATTERN

SEE NOTE 16

SIDE VIEW

SCALE: NONE

OPGW DOWNLEAD CLAMP 6

TPA

LPA VPA

TSA1

LSA1 VSA1

TSA2

LSA2 VSA2

TSB

LSB

VSB

TPA

LPA VPA

TPA

LPA VPA

O U

C E

O F

C O

3/8" THICK PLATE

5/8" DIA. SLOT

4"1 1/

'-0

SHIELD

230kV SINGLE BAY DEAD END

THREE (3) REQUIRED SCALE: NONE

'-0

8'-0"15'-0"15'-0"8'-0"

46'-0"

TYP.

5' -0

BAND MOUNTED

OPGW COIL

(TYP)

OPGW DOWNLEAD

CLAMP

SPACED EVERY 4'-0"

COLUMN

TYP.

AHEAD SPAN BACK SPAN

TYP.

NOTE:

SEE NOTE 9 FOR GROUND TAB SPACING.

NOTE:

SEE NOTE 9 FOR GROUND TAB SPACING.

TYP.

SHIELD

TSB

LSB

VSB

REDUNDANT FIBER PATH

OPGW DOWNLEAD CLAMP

SPACED EVERY 4'-0"

4"X7" HAND HOLE

W/ COVER

SEE NOTE 14 & 16

YARD LIGHT MOUNTING PROVISION

TO BE PROVIDED ON BOTH

COLUMNS (NS & FS)

314161-70 INSULATOR

(TYP 3 PLCS)

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230kV H-FRAME LOADING DIAGRAM

ES-4310 A

ES-4310.dwg Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\CADD\Boulder Flats Switchyard\Working\Civil\ES-4310.dwg 12/9/2021 3:42 PM CCPENNINGTON

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

1 B

M cD

, IN

COLORADO RIVER COMMISSION

PRELIMINARY - NOT

FOR CONSTRUCTION

LOADING DIAGRAM

SCALE: NONE

T S

L S V

(2) 9/16" DIA.

HOLES

4" 13 4"

O U

C E

O F

C O

11 8" 11 8"

3/16" PLATE

DESIGN CONDITIONS:

SHIELD WIRE: (1) - 1/2" 7 STRAND HS STEEL BARE WIRE

WIND SPAN: 107.5 FT.

WEIGHT SPAN: 107.5 FT.

LINE ANGLE (Ø): 0° - 15°

LIMITED BY: LIMITED BY: 1500 LB PER WIRE @ NESC 250B - LIGHT LOADING (INITIAL)

NOTES:

1. LOAD FACTORS THAT WERE APPLIED TO THE LOAD CASES:

A. NESC 250B - LIGHT LOADING

1.5 (VERT) 2.5 (TRANS) 1.65 (LONG)

B. CONSTRUCTION

1.5 (VERT) 1.5 (TRANS) 1.5 (LONG)

C. DEFLECTION LOAD CASES

1.0 (VERT) 1.0 (TRANS) 1.0 (LONG)

D. ALL OTHER LOAD CASES

1.1 (VERT) 1.1 (TRANS) 1.1 (LONG)

2. THE WIND LOAD ON THE STRUCTURE SHALL BE APPLIED TO ALL MEMBERS WITH NO

SHIELDING EFFECTS. WIND PRESSURE FOR EACH LOAD CASE SHALL BE APPLIED TO

THE STRUCTURE IN THE DIRECTION WHICH YIELDS THE MOST CONSERVATIVE DESIGN.

3. WWIRE IS THE WIND PRESSURE APPLIED TO THE WIRE AND WSTR IS THE WIND

PRESSURE TO BE APPLIED TO THE STRUCTURE. A SHAPE FACTOR SHALL BE APPLIED

TO THE WIND LOAD IN ACCORDANCE WITH ASCE 113 TABLE 3-9.

4. ICE LOADING ON THE STRUCTURE ITSELF MAY BE IGNORED.

5. THETA (Ø) IS THE SHIELD PULL OFF ANGLE AS SHOWN IN THE PLAN VIEW.

6. THE STRUCTURE SHALL BE DESIGNED FOR TWO SHIELD WIRES INSTALLED. SEE

DRAWING ES-4204 FOR SHIELD WIRE ARRANGEMENT.

7. DEFLECTION SHALL BE LIMITED BY ASCE 113 CLASS "C" STRUCTURES TO TOP OF

STRUCTURE UNDER THE DEFLECTION LOAD CASES.

8. WELD 2-HOLE GROUND TABS TO OUTSIDE FACE OF MAST STARTING AT 1'-0" BELOW

TOP PLATE AND CONTINUE WITH 1-HOLE GROUND TABS AT 6'-0" MAX SPACING. WELD

2-HOLE GROUND TAB TO OUTSIDE FACE OF MAST AT 1'-6" ABOVE GROUND LINE.

9. TUBULAR STEEL SHALL BE USED FOR STRUCTURE DESIGN AND COMPLY WITH THE

SPECIFICATIONS.

10.STRUCTURE DESIGN SHALL CONSIDER AN ALLOWABLE FOUNDATION ROTATION

NOTED IN SPECIFICATIONS.

11.STRUCTURE SHALL INCLUDE PROVISIONS FOR ACCESS HAND HOLES AT EACH LIGHT

LOCATION AND AT 3' ABOVE BASE PLATE.

12.STRUCTURE SHALL BE DESIGNED TO REDUCE AND MINIMIZE WIND INDUCED

OSCILLATIONS PRIOR TO INSTALLATION OF WIRES.

13. VENDOR SHALL DESIGN AND PROVIDE LIGHT MOUNTING BRACKET, HAND HOLES,

BRACES AND HOOK.

14.CHAIN DAMPER SHALL MEET THE FOLLOWING CRITERIA:

A. CHAIN WEIGHT > 5% MAST WEIGHT (EXCLUDING BEARING PLATE WEIGHT)

B. CHAIN LENGTH = 20% OF MAST LENGTH

9/16" DIA. HOLE

LOAD DIRECTION

V: VERTICAL

T: TRANSVERSE

L: LONGITUDINAL

CONDUCTOR

S: SHIELD

NOMENCLATURE:

(8) 1 1/4" DIA.

HOLES CHAMFERED

BOTH SIDES

1" MAX

1' -0

O U

C E

O F

C O

3/16" THICK PLATE

SCALE: NONE

1-HOLE GROUND TAB 1

PLAN VIEW

SCALE: NONE

75' LIGHTNING MAST

ONE (1) REQUIRED

SCALE: NONE

(SEE NOTE 6)

'-0

TYP.

2' -0

LIGHT

MOUNTING

PATTERN

SEE NOTE 14

4"x7" HAND HOLE

W/COVER

SEE NOTE 12 & 14

'-0

SHIELD WIRE

LOAD CASES DESIGN LOADS IN

KIPS

(FOR STRUCTURAL

STEEL DESIGN)

DESCRIPTION

WEATHER CONDITIONS

TEMP

(°F)

WIND

(mph)

ICE

(in)

WWIRE

(psf)

WSTR

(psf) VS TS LS

1 NESC 250B - HEAVY LOADING 30 60 0.00 9.00 22.50 0.23 1.47 4.95

2 NESC 250C - EXTREME WIND 60 90 0.00 20.74 22.81 0.17 1.17 3.78

3 NESC 250D - ICE & WIND 15 30 0.00 2.30 2.53 0.17 0.84 3.17

4 CONSTRUCTION 0 35 0.00 3.14 4.70 3.07 1.34 0.93

5 DEFLECTION - EXTREME WIND 60 71 0.00 12.90 12.90 0.16 0.83 2.77

6 DEFLECTION - ICE & WIND 15 24 0.00 1.47 1.47 0.16 0.75 2.87

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

SHIELD MAST LOADING DIAGRAM

ES-4311 A

ES-4311.dwg

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

NOTE:

SEE NOTE 8 FOR GROUND TAB SPACING.

NOTE:

SEE NOTE 8 FOR GROUND TAB SPACING.

SCALE: NONE

SHIELDWIRE ATTACHMENT 2

SCALE: NONE

2-HOLE GROUND TAB 3

SCALE: NONE

LIGHT MOUNT 4

'-0

* LOADS SHOWN IN TABLE ACCOUNT FOR TWO (2) SHIELD WIRES

4"x7" HAND HOLE W/ COVER

SEE NOTES 12 & 14

PRELIMINARY - NOT

FOR CONSTRUCTION

℄ FDN

5' -6

4'-0" 4'-0"

8'-0"

4' -0

3'-0" 3'-0"

SECTION A-A

1' -6

4" P

R O

1'-6" MIN.

ALL AROUND

'-0

℄ FDN

COMPACTED STRUCTURAL FILL

AS SPECIFIED

(3-REQUIRED)

SCALE: 12"=1'-0"

FOUNDATION H

230kV BREAKER

12 - #6 @ 12" MAX T&B3" CLR.

(TYP)

3" C

9 - #6 @ 12" MAX T&B

5' -6

COMPACTED SUBGRADE

1' -6

CRUSHED ROCK

3/4" CHAMFER

TYPICAL FOR ALL

EXPOSED EDGES

1 1/4"Ø

4" P

R O

J 9"

T.O.C. ELEVATIONS

AS NOTED ON

PLANS

1' -3

DAMAGE THREADS

BELOW NUT

F1554 GR 55 GALVANIZED

ANCHOR BOLT W/ (2) HEAVY

HEX NUTS AND (1) FLAT

WASHER

NOTES:

1. PROJECTION OF CONCRETE ABOVE SUBGRADE WILL VARY

DEPENDING ON TOP OF CONCRETE ELEVATIONS

ESTABLISHED ON DWG ES-4301.

2. ALL BACKFILL AROUND SLAB FOUNDATION SHALL BE SLOPED

TO DIRECT RUNOFF AWAY FROM FOUNDATION.

3. CONTRACTOR SHALL INSTALL REBAR REINFORCEMENT WITH

ANCHOR BOLT LOCATIONS IN MIND TO AVOID INTERFERENCE.

4. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH (f'c) OF 4,500 PSI.

5. ALL REINFORCING BARS SHALL CONFORM WITH ASTM A615,

GRADE 60.

6. ANCHOR BOLTS TO BE PROVIDED BY STEEL SUPPLIER AND

INSTALLED BY FOUNDATION CONTRACTOR.

LEGEND:

INDICATES ELEVATION VIEW "A-A"

DETAIL ID

DRAWING ON WHICH DETAIL APPEARS

SCALE: NONE

230kV BREAKER ANCHOR BOLT

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

230kV BREAKER FOUNDATION DETAILS

ES-4312 A

ES-4312.dwg

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

PRELIMINARY - NOT

FOR CONSTRUCTION

3" CLR (TYP) (17) #7 BARS EQUALLY

SPACED T&B

(33) #7 BARS EQUALLY

SPACED T&B

CRUSHED ROCK

SEE NOTE 8

BUILDING

(6) #5 BARS AT MID-DEPTH

EQUALLY SPACED EACH WAY

6"2"3" CLR (TYP)3"

1'-6" MIN.

(TYP)

2' -0

1' -0

) STATION

STONE

8' -0

-0

'-0

FDN

2' -6

-6

5' -0

STOOP

16'-0" 16'-0"

32'-0"

12'-0"

2'-6"2'-6"

12'-0"

STRUCTURAL FILL

AS SPECIFIED

2' -6

-6

5' -0

STOOP

2'-6"2'-6"

COMPACTED

SUBGRADE

1/ 2"

1/2"

EXPANSION JOINT FILLER

SELF EXPANDING CORK

(ASTM D1752)

BOND

BREAKER

JOINT SEALANT

CONTROL

ENCLOSURE FDN

STOOP

NOTES:

1. CHAMFER ALL EXPOSED EDGES 3/4".

2. STOOP SHALL RECEIVE A BROOMED FINISH.

3. FOUNDATION INSTALLATION TOLERANCES:

3.1 SLAB TOLERANCE FOR BOTH LENGTH AND WIDTH: PLUS AND MINUS 1/4"

3.2 MEASURED DIAGONAL LENGTHS SHALL BE WITHIN 1/4" OF EACH OTHER.

3.3 VARIATION FROM LEVEL:

A. IN ANY 10FT OF LENGTH - 1/8" MAX

B. FOR THE ENTIRE LENGTH - 1/4"

3.4 VARIATION FROM FLAT:

A. IN ANY 10FT OF LENGTH - 1/8" MAX

B. FOR THE ENTIRE LENGTH - 1/4" MAX

4. USE SHIMS AS REQUIRED TO ASSURE SHELTER IS BEARING AT PERIMETER.

SEAL PERIMETER WITH CAULK OR GROUT AS DESIRED.

5. THE MATERIAL USED FOR CRUSHED ROCK SHALL CONFORM WITH ASTM C33

SIZE NO. 67, BE MOISTURE CONDITIONED AS NECESSARY, AND COMPACTED TO

98% OF MAXIMUM DRY DENSITY AS DETERMINED BY D698 OR 80% OF RELATED

DENSITY AS DETERMINED BY ASTM D4253 AND D4254.

6. A MINIMUM OF 1'-6" SHOULD BE EXCAVATED AROUND FOUNDATION PERIMETER.

7. ALL BACKFILL AROUND SLAB FOUNDATION SHALL BE SLOPED TO DIRECT

RUNOFF AWAY FROM FOUNDATION.

8. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF

4,500 PSI.

9. ALL REINFORCING BARS SHALL CONFORM WITH ASTM A615, GRADE 60.

CONTROL ENCLOSURE AND STOOP FOUNDATION

SECTION A-A

BOULDER FLATS 230KV SWITCHYARD

ES-4313 A

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161

COLORADO RIVER COMMISSION

SCALE: NONE

EXPANSION JOINT

CONTROL ENCLOSURE AND STOOP FOUNDATION

PLAN VIEW

PRELIMINARY - NOT

DRILLED SHAFT FOUNDATION SCHEDULE

FDN

ITEM DESCRIPTION QTY

FOUNDATION DIMENSIONS FOUNDATION REINFORCEMENT ANCHOR BOLT DETAILS (SEE NOTE 1)

DETAILS

DIAMETER LENGTH "W" "X" "Y" A B DIA A.B. LENGTH PROJ

A 230kV CCVT FOUNDATION 9 3'-0" 9'-0" (10) - #8 (9) - #4 @ 6" (4) - #4 @ 12" 6" 6" 1" 3'-6" 6" 1 & 3

B 230kV SINGLE PHASE HIGH BUS FOUNDATION 9 3'-0" 12'-0" (10) - #8 (9) - #4 @ 6" (7) - #4 @ 12" 6" 6" 1" 3'-6" 6" 1 & 3

C 230kV ARRESTER FOUNDATION 11 3'-0" 9'-0" (10) - #8 (11) - #4 @ 6" (3) - #4 @ 12" 5" 5" 1" 3'-6" 6" 1 & 3

D 230kV H-FRAME FOUNDATION 6 6'-0" 24'-0" (25) - #11 (16) - #4 @ 6" (16) - #4 @ 12" 40" BOLT CIRCLE

SEE DETAIL 4 2-1/4" 12'-0" 12" 2 & 4

E 230kV HIGH SWITCH FOUNDATION 14 4'-0" 16'-0" (18) - #8 (10) - #4 @ 6" (11) - #4 @ 12" 10" 10" 1-1/2" 4'-6" 6" 1 & 3

F 230kV SINGLE PHASE LOW BUS FOUNDATION 36 3'-0" 12'-0" (10) - #8 (9) - #4 @ 6" (7) - #4 @ 12" 6" 6" 1" 3'-6" 6" 1 & 3

G 230kV LOW SWITCH FOUNDATION 8 4'-0" 13'-0" (18) - #8 (10) - #4 @ 6" (8) - #4 @ 12" 10" 10" 1-1/2" 4'-6" 6" 1 & 3

J 230kV SSVT FOUNDATION 2 3'-6" 13'-0" (14) - #8 (10) - #4 @ 6" (8) - #4 @ 12" 9" 9" 1-1/4" 4'-0" 6" 1 & 3

K SHIELD MAST FOUNDATION 1 6'-0" 14'-0" (24) - #11 (16) - #4 @ 6" (6) - #4 @ 12" 40" BOLT CIRCLE

SEE DETAIL 4 2-1/4" 12'-0" 12" 2 & 4

A A

B B

STAGGER ADJACENT SPLICES

180° WITH 1'-6" LAP SPLICE

FOR #4 TIES

DIAMETER

3" CLR

"W" EQUALLY SPACED

IN A CIRCULAR CAGE

C FDNL

BASE PLATE

(BY OTHERS)

FLAT WASHER TOP & BOT

HEAVY HEX NUT TOP & BOT

T.O.C.

LEVELING NUTS SHALL BE

PLACED AS NEAR TO T.O.C. AS

POSSIBLE AND BOTTOM OF

BASEPLATE SHALL NOT EXCEED

TWO TIMES BOLT DIA FROM T.O.C.A.

DIA

SCALE: NONE

TYPICAL ANCHOR BOLT 1

C FDNL

HEAVY HEX NUT

3" C

CRUSHED ROCK

SUBGRADE

3" C

(1) ADDITIONAL SHEAR TIE NOTES:

1. ANCHOR BOLTS AND TEMPLATES FOR DRILLED SHAFT

FOUNDATIONS SHALL BE PROVIDED BY STEEL SUPPLIER AND

INSTALLED BY FOUNDATION CONTRACTOR (UNLESS NOTED

OTHERWISE).

2. CONCRETE COVER FOR REINFORCING SHALL BE 3" (UNLESS

NOTED OTHERWISE).

3. 3/4" CHAMFER ON ALL EXPOSED EDGES (UNLESS NOTED

OTHERWISE).

4. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH (f'c) OF 4500 PSI.

5. ALL REINFORCING BARS SHALL CONFORM WITH ASTM A615,

GRADE 60.

INDICATES ELEVATION VIEW "A-A"

DETAIL ID

DRAWING ON WHICH DETAIL APPEARS

BASE PLATE

(BY OTHERS)

FLAT WASHER TOP & BOT

HEAVY HEX NUT TOP & BOT

T.O.C.

LEVELING NUTS SHALL BE

PLACED AS NEAR TO T.O.C. AS

POSSIBLE AND BOTTOM OF

BASEPLATE SHALL NOT EXCEED

TWO TIMES BOLT DIA FROM T.O.C.A.

DIA

ANCHOR BOLT

TEMPLATE

(8) ANCHOR BOLTS

SEE TABLE FOR BOLT CIRCLE

C FDNL

ELEVATION

TYPICAL DRILLED SHAFT FOUNDATION

SCALE: NONE

SECTION A-A

SCALE: NONE

(TYP)

DECEMBER 9, 2021

C. PENNINGTON

R. KUHNS

BOULDER FLATS 230KV SWITCHYARD

DRILLED PIER FOUNDATION DETIALS

ES-4314 A

ES-4314.dwg

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

SCALE: NONE

TYPICAL ANCHOR BOLT PLAN 3

SCALE: NONE

DEADEND ANCHOR BOLT 2

SCALE: NONE

DEADEND/SHIELD MAST ANCHOR BOLT PLAN 4

LEGEND:

PRELIMINARY - NOT

FOR CONSTRUCTION

X X

CONTROL POINT

5/8" DIA. REBAR W/ PLASTIC CAP

N: 26,684,518.45 E: 861,421.00

ELEV: 2063.35

CONTROL POINT

5/8" DIA. REBAR W/ PLASTIC CAP

N: 26,684,317.69 E: 861,643.99

ELEV: 2060.33

CONTROL POINT

5/8" DIA. REBAR W/ PLASTIC CAP

N: 26,684,295.40 E: 861,220.31

ELEV: 2052.68

CONTROL POINT

5/8" DIA. REBAR W/ PLASTIC CAP

N: 26,684,094.75 E: 861,443.30

ELEV: 2047.08

ɸC ɸA ɸB ɸB ɸA ɸC ɸB ɸA ɸC

20502050

00210021

20262026

20282028

20322032

20342034

20462046

20682068

20782078

442146

DECEMBER 9, 2021

C. PENNINGTON

M. BAUER

BOULDER FLATS 230KV SWITCHYARD

SITE PLAN

ES-4315 A

ES-4315.dwg Z:\Clients\TND\CRCofNV\134241_BoulderFlats\Design\Substation\Civil\Grading\CRC Boulder Flats Counter File v3.0 - Copy_Final.dwg 12/9/2021 6:11 PM CCPENNINGTON

2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 file:

rev.DRAWING No.

designed checked detaileddate contractPublic Works Project No.

no. date by revision

M cD

COLORADO RIVER COMMISSION

NORTH

TRUE

NORTH

PLAN NORTH

41°59'27"

U.S. ROUTE 93 / INTERSTATE 11

NEVADA STATE RO

UTE 173

NEVADA STATE RO

UTE 173

EXITING ACCESS ROAD EXITING ACCESS ROAD

NOTES:

1. BASIS OF BEARING, PROPERTY CORNERS, TOPOGRAPHIC

INFORMATION, AND ADDITIONAL LAND INFORMATION

OBTAINED FROM SURVEY PERFORMED BY:

SAM, LLC

4801 SOUTHWEST PARKWAY, BUILDING TWO, SUITE 100

AUSTIN, TEXAS 78735

512.685.3589

2. HORIZONTAL COORDINATES INDICATED ARE IN THE STATE PLANE

COORDINATE SYSTEM (SPCS) FOR NEVADA, ZONE 2701 BASED ON

THE NORTH AMERICAN DATUM OF 1983 (NAD83). VERTICAL

ELEVATIONS INDICATED ARE BASED ON THE NORTH AMERICAN

VERTICAL DATUM OF 1988 (NAVD88)

3. CONTROL POINTS SHALL BE PRESERVED. IF DISTURBED, AT THE

CONTRACTOR EXPENSE, THE CONTROL POINTS SHALL BE

RE-ESTABLISH.

4. CONTRACTOR SHALL VERIFY ALL UTILITIES PRIOR TO

CONSTRUCTION AT LEAST 72 HOURS PRIOR TO CONDUCTING

ANY EARTH MOVING ACTIVITIES.

5. ALL WORK TO BE IN ACCORDANCE WITH 'SITE PREPARATION AND

EARTHWORK' SPECIFICATION 31 20 00.

LEGEND:

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

OVERHEAD LINE

PROPOSED FENCE

TOP/TOE OF SLOPE

A 12/09/2021 CCP ISSUED FOR BID

PRELIMINARY - NOT

File details come from the government source that posted it. Updated Apr 2, 2024.