W912QR21B0006-0002.pdf

PDF 3 MB Posted Sep 2, 2021

Attached to: Ft McCoy RECCE Scoute Range D/B/B New Construction IFB
Solicitation number: W912QR21B0006
Issued by: Department of the Army Corps of Engineers Engineering District Louisville

About this file

Written by GovTribe AI · Dec 28, 2023

This solicitation is for a design-bid-build construction project at Fort McCoy, Wisconsin to build a new Scout/Recce Gunnery Complex on existing Range 29. The project scope includes demolishing existing targets and constructing new aggregate trails, concrete pads, battle positions, drainage features, electrical and communications infrastructure, range limit markers, target emplacements, and upgrades to range operations facilities. It will also demolish an existing vault latrine and build a new wet latrine. The contract is firm-fixed-price, estimated at 730 calendar days, and has a magnitude over $10 million. The North American Industry Classification System code is 236220 with a business size standard of $36.5 million. The acquisition is a full and open competition with a 10% price evaluation preference for HUBZone small businesses. The selection method is lowest-priced, technically acceptable bid. Offerors must have active System for Award Management registration. The point of contact is listed.

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Other files

File	Type	Posted
Bid Opening Results W912QR21B0006.docx	DOCX document	Sep 15, 2021
W912QR21B0006_Specs-0003.pdf	PDF	Sep 9, 2021
W912QR21B0006_Plans-0003.pdf	PDF	Sep 9, 2021
W912QR21B0006_Plans-0001.pdf	PDF	Aug 26, 2021
W912QR21B0006_Specs-0001.pdf	PDF	Aug 26, 2021
Site Visit Roster.PDF	PDF	Aug 26, 2021
W912QR21B0006_Plans1A-0000.pdf	PDF	Aug 6, 2021
W912QR21B0006_Plans1B-0000.pdf	PDF	Aug 6, 2021
JA - Ft McCoy Scout RECCE Range - XCEL Energy - redacted.pdf	PDF	Aug 6, 2021
W912QR21B0006_Specs-0000.pdf	PDF	Aug 6, 2021
Site Visit Map.pdf	PDF	Aug 6, 2021

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AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Solicitation W912QR21B0006 for the construction of a new Scout/Recce Gunnery Complex is hereby amended as follow s:

See summary of changes.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912QR21B0006

X 9B. DATED (SEE ITEM 11)

06-Aug-2021

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO.

5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

02-Sep-2021

CODE

U. S. ARMY ENGINEER DISTRICT, LOUISVILLE

600 DR. MARTIN LUTHER KING, JR. PLACE

ROOM 821

LOUISVILLE KY 40202-2239

W912QR 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912QR21B0006-0002

W912QR21B0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE (SF 30)

The following have been added by full text:

AMDMT 2 SUMMARY OF CHANGES

Scout/Recce Gunnery Complex Ft. McCoy, WI

W912QR21B0006

Amendment 0002

SUMMARY OF CHANGES

1. The following PLAN SHEETS have been revised and replaced in their entirety:

CS117 SITE PLAN 16 OF 27

ES501 SITE ELECTRICAL DETAILS

ALD S-001 GENERAL STRUCTURAL NOTES, DESIGN LOADS &

ABBREVIATIONS

ALD A-101 DEMO, FLOOR AND ROOF PLAN

ALD A-201 EXTERIOR ELEVATIONS

ALD A-301 ROOF SECTION AND DETAIL

(End of Summary of Changes)

MAT

911.0

2901BK TOE

911.2

2901BK TOE

911.2

2901BK TOE

911.5

2901BK TOE

911.5

2901BK TOE

911.7

2901BK TOE

912.2

2901BK TOE

912.3

2901BK TOE

912.4

2901BK TOE

912.4

2901BK TOE

912.5

9999MISC GRAVEL

912.7

2901BK TOE

912.7

9999MISC GRAVEL

912.7

2901BK TOE

913.0

2901BK TOE

913.0

2901BK TOE

913.2

2901BK TOE

913.2

2901BK TOE

913.2

2901BK TOE

913.3

2901BK TOE

913.3

BK TOE

913.4

2901BK TOE

913.6

2901BK TOE

913.8

2901BK TOE

913.8

2901BK TOE

913.9

2901BK TOE

914.0

2901BK TOE

914.0

2901BK TOE

914.1

2901BK TOE

914.4

2901BK TOE

914.4

2901BK TOE

914.7

2901BK TOE

914.7

9999MISC GRAVEL

914.8

8014SHD_RR

914.9

1402HW_B

914.9

2901BK TOE

915.0

2901BK TOE

915.0

1402HW_B

915.0

9999MISC GRAVEL

915.1

2950SLP

915.1

2950SLP

915.1

2901BK TOE

915.2

8014SHD_RR

915.2

2901BK TOE

915.3

1402HW_B

915.4

1402HW_B

915.4

2901BK TOE

915.4

9001C_PAD915.5

9001C_PAD

915.5

2901BK TOE

915.6

1402HW_B

915.7

HW_B

BK TOE

915.7

2901BK TOE

915.7

2901BK TOE

915.8

2901BK TOE

915.8

2901BK TOE

915.8

2901BK TOE

915.8

8014SHD_RR

915.9

1402HW_B

916.0

2901BK TOE

916.1

2901BK TOE

916.1

2901BK TOE

916.2

2901BK TOE

916.2

2950SLP

916.3

1402HW_B

916.3

2901BK TOE

916.3

2901BK TOE

916.3

2901BK TOE

916.3

2950SLP

916.4

1402HW_B

916.4

2901BK TOE

916.4

BK TOE

916.4

2901BK TOE

916.4

2901BK TOE

916.4

8014SHD_RR

916.4

2901BK TOE

916.5

2901BK TOE

916.5

2901BK TOE

916.5

2901BK TOE

916.5

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

2901BK TOE

916.6

1402HW_B

916.8

2901BK TOE

916.8

2901BK TOE

916.9

8014SHD_RR

916.9

2901BK TOE

916.9

1402HW_B

917.0

1402HW_B

917.1

2901BK TOE

917.1

8014SHD_RR

917.1

1402HW_B

917.1

2901BK TOE

917.1

2901BK TOE

917.2

2901BK TOE

917.2

8014SHD_RR

917.2

1402HW_B

917.3

2901BK TOE

917.3

8014SHD_RR

917.3

2901BK TOE

917.3

8014SHD_RR

917.3

2901BK TOE

917.3

8014SHD_RR

917.4

SHD_RR

917.4

8014SHD_RR

917.4

1402HW_B

917.4

2901BK TOE

917.4

2901BK TOE

917.4

1402HW_B

917.4

2901BK TOE

917.5

2901BK TOE

917.5

2901BK TOE

917.5

1402HW_B

917.5

8014SHD_RR

917.5

1402HW_B

917.5

1402HW_B

917.5

1402HW_B

917.6

1402HW_B

917.6

HW_B

917.6

1402HW_B

917.6

1402HW_B

917.6

1402HW_B

917.6

8014SHD_RR

917.6

2901BK TOE

917.6

8014SHD_RR

917.6

2901BK TOE

917.6

1402HW_B

917.6

1402HW_B

917.6

1402HW_B

917.7

1402HW_B

917.7

2901BK TOE

917.7

1402HW_B

917.7

1402HW_B

917.7

2901BK TOE

917.7

2901BK TOE

917.8

2901BK TOE

917.8

2901BK TOE

917.8

1402HW_B

917.9

2901BK TOE

917.9

9999MISC RAILROAD

917.9

9999MISC RAILROAD

917.9

2901BK TOE

917.9

2901BK TOE

917.9

1402HW_B

917.9

2901BK TOE

918.0

2901BK TOE

918.0

1401HW_T

918.1

9001C_PAD

918.1

9002E_PAD

918.1

BK TOE

HW_T 918.2

2950SLP

918.2

2901BK TOE

918.2

2901BK TOE

918.3

1402HW_B

918.3

2901BK TOE

918.3

2901BK TOE

918.4

2901BK TOE

918.4

2901BK TOE

918.4

2901BK TOP

918.4

2901BK TOE

918.4

2901BK TOE

918.4

2901BK TOE

918.5

2901BK TOP

918.5

2901BK TOE

918.5

2901BK TOE

918.5

2901BK TOE

918.5

2901BK TOP

918.6

2901BK TOE

918.6

2901BK TOE

918.6

2901BK TOP

918.7

2901BK TOE918.7

2901BK TOE

918.7

2901BK TOE

918.8

1401HW_T

918.8

1401HW_T

918.8

1401HW_T

918.8

2901BK TOE

918.8

1401HW_T

918.8

2901BK TOE

918.8

2901BK TOE

918.9

9002E_PAD

918.9

2950SLP

918.9

9001C_PAD

919.0

1402HW_B

919.0

2901BK TOE

919.0

2901BK TOP

919.0

2901BK TOE

919.1

2901BK TOP

919.1

2901BK TOP

919.1

2901BK TOE

919.1

2901BK TOP

919.1

2901BK TOP

919.2

2901BK TOP

919.2

2950SLP

919.2

2901BK TOE

919.2

2901BK TOE

919.4

2901BK TOE

919.4

2901BK TOE

919.4

2901BK TOE

919.5

2901BK TOP

919.5

2901BK TOE

919.6

2901BK TOE

919.6

2901BK TOE

919.7

2950SLP

919.7

1401HW_T

919.7

3001NG

919.8

2950SLP

919.8

1401HW_T

919.8

2901BK TOE

919.9

2901BK TOP

920.0

3001NG

920.3

3001NG

920.3

3001NG

920.4

1401HW_T

920.4

1401HW_T

920.4

1401HW_T

920.4

1401HW_T

920.5

2901BK TOP

SAT

920.7

3001NG

920.8

2901BK TOP

920.8

1402HW_B

920.8

2901BK TOP

920.9

2901BK TOP

920.9

2950SLP

921.0

1401HW_T

921.0

2901BK TOP

921.0

3001NG

921.0

1401HW_T

921.0

2901BK TOP

921.1

HW_T

921.1

1401HW_T

921.1

2901BK TOP

921.1

1401HW_T

921.1

1401HW_T

921.1

2901BK TOP

921.2

2901BK TOP

921.2

SLP

921.2

2901BK TOP

921.3

3001NG

921.3

2901BK TOP

921.3

2901BK TOP

921.4

2950SLP

921.4

2950SLP

921.4

2950SLP

921.5

2950SLP

921.5

2950SLP

921.5

2950SLP

921.5

3001NG

921.6

2950SLP

921.6

1401HW_T

921.6

HW_T

921.6

1401HW_T

921.6

2901BK TOP

921.6

1401HW_T

921.7

2950SLP

921.7

1401HW_T

921.7

2901BK TOP

921.8

1401HW_T

921.8

2901BK TOP

921.8

1401HW_T

921.8

1401HW_T

921.8

2950SLP

921.8

1401HW_T

921.8

1401HW_T

921.8

1401HW_T

921.8

2901BK TOP

921.8

1401HW_T

921.8

1401HW_T

921.8

2901BK TOP

921.9

1401HW_T

921.9

2901BK TOP

921.9

2950SLP

921.9

2901BK TOP

922.0

2901BK TOP

922.0

3001NG

922.0

2901BK TOP

922.1

2950SLP BK TOP

922.1

1401HW_T

922.1

1401HW_T

922.1

2901BK TOP

922.1

2950SLP

922.2

2950SLP

922.2

BK TOP

922.2

1401HW_T

922.3

2901BK TOP

922.3

BK TOP

922.3

2901BK TOP

922.3

2901BK TOP

922.3

2901BK TOP

922.3

3001NG

922.4

SLP

922.4

3001NG

922.4

1401HW_T

922.4

2950SLP

922.4

2950SLP

922.4

2950SLP

922.4

2901BK TOP

922.4

1401HW_T

922.4

2950SLP

922.4

2950SLP

922.4

1401HW_T

922.4

1401HW_T

922.4

HW_T

922.5

1401HW_T

922.5

2901BK TOP

922.5

1401HW_T

922.5

2901BK TOP

922.5

2901BK TOP

922.5

2901BK TOP

922.5

1401HW_T

922.5

GPS AB 2 1990

HW_T

922.5

2950SLP

922.5

2901BK TOP

922.5

2950SLP

922.7

3001NG

922.7

1401HW_T

922.7

2901BK TOP

922.7

2901BK TOP

922.7

2901BK TOP

922.7

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.8

1401HW_T

922.8

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.8

2901BK TOP

922.9

2901BK TOP

SIT

922.9

2901BK TOP

922.9

2901BK TOP

922.9

1401HW_T

922.9

1401HW_T

922.9

1401HW_T

922.9

3001NG

922.9

BK TOP

SIT

922.9

2901BK TOP

922.9

2901BK TOP

922.9

3001NG

922.9

BK TOP

922.9

3001NG

922.9

3001NG

922.9

3001NG

922.9

1401HW_T

922.9

2901BK TOP

922.9

3001NG

SIT

923.0

2901BK TOP

923.0

3001NG

923.0

3001NG

923.0

3001NG

923.0

BK TOP

923.0

3001NG

923.0

2901BK TOP

923.0

3001NG

923.1

2901BK TOP

923.1

2901BK TOP

923.1

2901BK TOP

SIT

923.1

HW_T

923.1

1401HW_T

923.1

1401HW_T

923.1

1401HW_T

923.1

2901BK TOP

923.1

1401HW_T

923.1

2901BK TOP

923.1

2901BK TOP

923.1

HW_T

BK TOP

923.1

1401HW_T

923.1

2901BK TOP

923.1

BK TOP

HW_T

923.2

1401HW_T

923.2

HW_T

923.2

1401HW_T

SIT

923.2

2901BK TOP

923.2

1401HW_T

923.2

2901BK TOP

923.2

2901BK TOP

923.2

HW_T

923.2

1401HW_T

SAT

923.3

1401HW_T

923.3

1401HW_T

923.3

2901BK TOP

923.3

1401HW_T

SAT

SERVICE TRAIL 7

SERVICE TRAIL 10

SERVICE TRAIL 8

SERVICE TRAIL 21

S O

A T

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D E

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D B

D E

S C

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A R

S U

B M

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D A

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C O

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R A

C T N

C H

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K E

D B

D R

A W

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U E D

A T

SHEET ID

1 98765432

A N

S I

®of Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

L O

L E D

T R

L O

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CERTIFIED FINAL SUBMITTAL

J U

L Y

GENERAL SHEET NOTES

SHEET KEYNOTES

KEY MAP

LEGEND

CONTRACTOR WORK LIMITS (CWL)

SEE DETAIL CS506

NEW FRONTAL SAT (V-XX)

SEE DETAIL CS507

NEW FLANK SAT (V-XXF)

SEE DETAIL CS501

POINT (FP-XX)

NEW MPMG FIRING

SEE DETAIL CS502

NEW SIT (P-XX)

CS523

SEE DETAIL A6, SHEET

(P-XX, W-XX, P-XX)

NEW MPMG CLUSTER

CONCRETE; USE AS NOTED

AGGREGATE PAVEMENT; WIDTH AND SECTION AS NOTED

CS504 & CS505

SEE DETAILS, SHEETS

CLUSTER W/MIT (C-XX)

NEW 6-MAN SIT

SHEET CS503

SEE DETAIL

CLUSTER (C-XX)

NEW 7-MAN SIT

EXISTING WETLANDS

SEE DETAIL CS521

MARKER (RLM-XX)

NEW RANGE LIMIT

23. NEW FLANK SAT W/ POWER CENTER; SEE DETAILS, SHEETS CS510 & CS511

22. NEW FRONTAL SAT W/ POWER CENTER; SEE DETAILS, SHEETS CS508 & CS509

21. NEW RANGE LANE MARKER; SEE DETAIL CS521

AGGREGATE TANK TRAIL ON SHEET CS518.

20. VEHICLE FIRING POINT MANEUVER AREA; USE AGGREGATE SECTION SHOWN FOR

19. PROTECTIVE BERM; SEE SHEET CG117.

SHEET CS518, SEE TRACK BASE PROFILE ON SHEETS CG225-227.

CONSTRUCT NEW AGGREGATE TRACK BASE;SEE NEW TRACK BASE SECTION ON

18. EXISTING MAT WALL AND BERM TO BE UTILIZED FOR SCOUT/RECCE TRAINING.

TRAINING. NO NEW CONSTRUCTION REQUIRED.

17. EXISTING REVERSE SLOPE BATTLE POSITION TO BE UTILIZED FOR SCOUT/RECCE

16. NEW REVERSE SLOPE BATTLE POSITION - TURRET DOWN; SEE DETAIL, SHEET CS522.

CS506 & CS507.

15. CONSTRUCT NEW SAT EMPLACEMENT IN EXISTING BERM; SEE DETAILS, SHEETS

14. NEW 12' AGGREGATE SERVICE TRAIL; SEE DETAIL, SHEET CS518.

13. NEW 20' AGGREGATE TANK TRAIL; SEE DETAIL, SHEET CS518.

12. NEW RANGE LIMIT MARKER; SEE DETAILS, SHEET CS521.

ELECTRICAL PLANS FOR PLACEMENT DETAILS.

11. NEW FLIR CAMERAS TO BE MOUNTED ON EXISTING CONTROL TOWER; SEE

10. NEW CONCRETE TURNING PAD; SEE DETAILS, SHEETS CS516 & CS517.

9. NEW TURRET DOWN DEFILADE; SEE DETAILS, SHEETS CS513, CS514 & CS515.

8. NEW MAT; SEE DETAILS, SHEETS CS524 & CS525.

7. CONNECT TO EXISTING WATER MAIN; SEE DETAIL E6, SHEET CS520

6. NEW 2" WATER SERVICE LINE.

5. CONNECT TO EXISTING SANITARY SEWER MANHOLE; SEE DETAIL E6, SHEET CS519

4. NEW SANITARY SEWER CLEANOUT; SEE DETAIL A8, SHEET CS519

SEE PROFILE ON SHEET CU201.

3. NEW 6" PVC SANITARY SEWER SERVICE LINE; SEE DETAIL F4, SHEET CS519

CS520 AND OTHER DISCIPLINE DRAWINGS FOR DETAILS.

2. NEW LATRINE WITH BUILDING MAINTENANCE STRIP; SEE DETAIL A3, SHEET

DETAILS.

DOCK; SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR MORE

1. CONSTRUCT CANOPY STRUCTURE OVER EXISTING AMMUNITION LOADING

SEE DETAIL CS512

(PC-XX)

NEW POWER CENTER

8. SEE SHEETS CG101 - CG128 FOR STORM DRAINAGE.

EXCEPT WHERE SHOWN ON PLANS.

7. CONTRACTOR SHALL NOT DISTURB WETLANDS DURING CONSTRUCTION

6. SEE SHEETS CG201 - CG227 FOR VERTICAL PROFILES.

PER SPECIFICATIONS.

5. UNLESS OTHERWISE NOTED, ALL DISTURBED AREAS TO BE SEEDED

POINT COORDINATES.

4. SEE SHEETS CS601 & CS602 FOR HORIZONTAL AND VERTICAL CONTROL

LOCATIONS FOR TARGET EMPLACEMENTS.

3. SEE DETAIL SHEETS FOR HORIZONTAL AND VERTICAL CONTROL POINT

2. SEE SHEETS ES101 - ES128 FOR ELECTRICAL SITE PLANS.

1. UNITS OF MEASUREMENT ARE IN U.S. SURVEY FEET.

V-15

V-16

C-05

V-27F

M-01 E

C-03

T R

B P -0

TRAIL 1

T R

B P -0

C-03V-14

S ta . 3

P I

S ta . 4

P I

S ta . 1

O E

N 746 589.74

E 1 790 647.63

N 746 520.74

E 1 790 668.19

N 746 225.61

E 1 791 328.88

N 746 276.55

E 1 791 539.97

N 746 202.78

E 1 791 595.46

N 746 240.73

E 1 791 523.12

N 746 238.66

E 1 791 612.27

N 746 242.40

E 1 791 355.83

N 746 310.05

E 1 791 245.12

25R

N 746 267.86

E 1 791 388.75

N 746 474.87

E 1 790 609.95

N 746 593.07

E 1 790 575.64

N 746 559.66

E 1 790 656.59

N 746 782.09

E 1 791 289.61

N 746 041.36

E 1 790 555.69

N 746 032.69

E 1 791 074.69

N 746 157.63

E 1 791 504.11

N 746 024.19

E 1 791 304.33

25R

20R

N 746 452.77

E 1 790 778.56

N 746 466.42

E 1 790 710.97

N 746 441.72

E 1 790 705.44

920 ft.

ft.

915 ft.

N 746 314.37

E 1 790 647.96

N 746 281.97

E 1 790 747.38

N 746 236.96

E 1 790 770.76

N 746 199.02

E 1 790 758.09N 746 177.68

E 1 790 712.53

N 746 213.92

E 1 790 614.40

N 746 254.48

E 1 790 592.11

N 746 292.53

E 1 790 604.82

A S

D F

N 746 330.76

E 1 791 268.18

N 746 654.41

E 1 791 326.68

N 746 587.19

E 1 791 346.22

N 746 630.56

E 1 791 370.07

E 1 790 627.79E 1 790 603.37

T R

TRAIL

43+00

44+00

45+00

46+0

Sta. 44+62.02

S T

P O

S T

A 5P C

S T

P T

S T

P O

STA. 0+00

POB

STA. 0+61

. 0

+9 9P

5+00

S T

A . 2

P I

S T

A . 3

P I

S T

A . 4

STA. 4+91.61

Sta. 0+00.00

POB Sta. 0+17.62

St a.

54+00

55+00

St a.

3.1

St a.

0.2

S ta .7

P T

S ta .8

P C

Sta. 53+68.27

E = 32.66'

T = 87.17'

L = 143.40'

R = 100.00'

E = 1790692.41

N = 746439.50

PI Sta. = 53+12.05

CURVE NO.61

E = 26.81'

T = 106.98'

L = 196.47'

R = 200.00'

E = 1791109.78

N = 746503.79

PI Sta. = 49+07.23

CURVE NO.60

E = 25.22'

T = 103.56'

L = 191.12'

R = 200.00'

E = 1791351.29

N = 746239.98

PI Sta. = 45+65.58

CURVE NO.59

40+

45+00

46+00

Sta. 39+53 .41

Sta . 4

0+ .55

Sta . 4

4+ .97

Sta. 45+19.44

Sta. 46+08.14

S ta .5

E = 2.44'

T = 31.32'

L = 62.14'

R = 200.00'

E = 1791671.55

N = 746101.65

PI Sta. = 39+84.73

CURVE NO.92

E = 3.33'

T = 36.64'

L = 72.47'

R = 200.00'

E = 1791371.33

N = 746500.71

PI Sta. = 44+83.60

CURVE NO.93

LRL_Screen.dscriptLRL_pdf.pltcfg9:41:50 AM 8/30/2021

...\CAD\Military\481816\CAD_BIM\03_Sheets\481816_CS117xxx.dgn

T F

R O

S T

CS117A1

NORTH

PLAN

E P

L A

SITE PLAN

SCALE: 1" : 50' 50' 100'0

MATCH LINE SEE SHEET CS120

MATCH LINE SEE SHEET CS114

M A

T C

H L

E S

E E S

H E

E T C

M A

T C

H L

E S

E E S

H E

E T C

H A

R R

T S

A M

D T L

E V

E L S C

O R

R E

C T E

D F

O R E

N T

E S

H E E T

2Q R

Pl an s-

2Q R

Pl an s-

GENERAL NOTES

1. GENERAL NOTES APPLY UNLESS NOTED OTHERWISE IN THE CONTRACT DOCUMENTS.

2. USE TYPICAL DETAILS WHERE APPLICABLE. SEE SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS. WHERE SPECIFICATIONS AND GENERAL NOTES CONFLICT, ASSUME

THE STRICTER REQUIREMENT APPLIES AND SUBMIT A REQUEST FOR INFORMATION

FOR CLARIFICATION.

3. USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH DRAWINGS FROM OTHER

DISCIPLINES. COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT

LIMITED TO, THE REQUIREMENTS FOR SLEEVES, INSERTS, NONSTRUCTURAL

ELEMENTS, NONSTRUCTURAL EMBEDMENTS, HOLES, HANGERS, OPENINGS, AND

ANCHORS.

4. DO NOT SCALE THE DRAWINGS TO DETERMINE ACTUAL MEASUREMENTS AND

QUANTITIES.

5. VERIFY DIMENSIONS IN THE FIELD PRIOR TO CONSTRUCTION. REPORT DISCREPANCIES

IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING OFFICER

PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

6. DURING THE BIDDING PHASE, THE CONTRACTOR MUST SUBMIT A REQUEST FOR

INTERPRETATION OF CONFLICTS OR DISCREPANCIES. IF NO REQUEST IS MADE, ALL

PROVISIONS WILL BE ASSUMED TO BE INCLUDED IN THE BID. THE CONTRACTING

OFFICER MUST DETERMINE WHICH PROVISION GOVERNS AND THE CONTRACTOR

MUST PERFORM THE WORK AT NO ADDITIONAL COST TO THE GOVERNMENT.

7. NOTIFY THE CONTRACTING OFFICER OF DISCREPANCIES ON THE STRUCTURAL

DRAWINGS OR BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DISCIPLINE

DRAWINGS PRIOR TO PROCEEDING WITH CONSTRUCTION.

8. DETAILS NOT SPECIFICALLY INDICATED MUST BE SIMILAR TO DETAILS SHOWN FOR

SIMILAR CONDITIONS.

9. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF PERSONS AND

PROPERTY DURING CONSTRUCTION.

10. THE CONTRACTOR IS SOLEY RESPONSIBLE FOR MEANS AND METHODS TO

CONSTRUCT THE STRUCTURE, INCLUDING, BUT NOT LIMITED TO, VERIFICATION OF

LOAD CAPACITY OF THE STRUCTURE, NEW OR EXISTING, TO SUPPORT CONSTRUCTION

ACTIVITIES, EQUIPMENT, ETC. AND LIMITING THE AMOUNT OF CONSTRUCTION LOAD

IMPOSED ON THE STRUCTURAL FRAMING. CONSTRUCTION LOADS MUST NOT EXCEED

THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE IMPOSED.

DAMAGE TO THE STRUCTURE CAUSED BY CONSTRUCTION ACTIVITIES MUST BE

CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE GOVERNMENT.

TEMPORARY CONSTRUCTION MATERIAL MUST REMAIN THE PROPERTY OF THE

CONTRACTOR AFTER COMPLETION OF THE PROJECT.

11. THE STRUCTURE IS DESIGNED ONLY TO FUNCTION AS A UNIT UPON COMPLETION OF

CONSTRUCTION. THE STRUCTURE IS DEPENDENT UPON DIAPHRAGM ACTION OF THE

ROOF DECK AND FLOOR SLAB AND THE DIAPHRAGM ATTACHMENT TO THE SHEAR

WALLS AND/OR FRAMES FOR STABILITY AND RESISTANCE TO WIND AND SEISMIC

FORCES. PROVIDE TEMPORARY AND PERMANENT BRACING REQUIRED TO PROPERLY

CONSTRUCT THE BUILDING UNTIL THE STRUCTURE IS COMPLETE AND CAPABLE OF

PROVIDING LATERAL STABILITY.

12. REPRODUCTION OF CONTRACT DRAWINGS MUST NOT BE USED AS SHOP DRAWINGS.

SHOP DRAWINGS MUST BE CHECKED, APPROVED, AND STAMPED BY THE

CONTRACTOR PRIOR TO SUBMISSION.

13. NON-STRUCTURAL ELEMENTS OF THE BUILDING (ARCHITECTURAL FINISHES, MASONRY

VENEER AND ASSOCIATED TIES, INSULATION, SHEATHING, DUCTWORK, PIPING, ETC.)

ARE TYPICALLY SHOWN ON THE OTHER DISCIPLINE DRAWINGS AND NOT SHOWN ON

THE STRUCTURAL DRAWINGS. ATTACHMENTS TO THE STRUCTURE NOT INDICATED

MUST BE DESIGNED AND PROVIDED BY THE CONTRACTOR. WHERE NON-STRUCTURAL

ELEMENTS ARE SHOWN ON THE STRUCTURAL DRAWINGS, THEY ARE SHOWN FOR

REFERENCE AND DESIGN INTENT ONLY. NON-STRUCTURAL ELEMENTS MUST BE

CONSTRUCTED AS SHOWN ON THE OTHER DISCIPLINE DRAWINGS WHERE INDICATED.

14. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE IDEALIZED. ELEVATIONS ARE

BASED ON DECK THICKNESS AND SLOPES SHOWN ON DRAWINGS AND DO NOT

ACCOUNT FOR BEAM OR JOIST CAMBER OR ERECTION TOLERANCES. THE

CONTRACTOR MUST COORDINATE BEAM AND JOIST CAMBER WITH OTHER TRADES

AND ADJUST ELEVATIONS AS NECESSARY TO ACCOUNT FOR DEAD LOAD DEFLECTION

AND CAMBER.

15. EXISTING CONSTRUCTION SHOWN IS BASED ON EXISTING CONSTRUCTION

DOCUMENTS AND GENERAL CONSTRUCTION PRACTICE AND IS NOT GUARANTEED TO

BE TRUE OR EXACT. THE CONTRACTOR MUST FIELD VERIFY EXISTING CONDITIONS

PRIOR TO CONSTRUCTION.

16. USE MOST RECENT VERSION OF REFERENCED AMERICAN SOCIETY FOR TESTING AND

MATERIALS (ASTM) STANDARD UNLESS SPECIFIED OTHERWISE IN THE REFERENCED

UFC, IBC, OR OTHER REFERENCED REQUIREMENT/SPECIFICATIONS.

DESIGN CRITERIA

1. THE DESIGN CRITERIA IS IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16 AS MODIFIED

BY UFC 1-200-01 AND UFC 3-301-01.

2. DEAD LOADS: ACTUAL STRUCTURAL AND ARCHITECTURAL MATERIAL SELFWEIGHT

PLUS ALLOWANCES:

MEP ALLOWANCE 2 PSF

MISCELLANEOUS ALLOWANCE 2 PSF

3. ROOF LIVE LOADS 20 PSF OR SNOW

4. SNOW LOADS

GROUND SNOW LOAD Pg = 40 PSF IMPORTANCE FACTOR Is = 1.0 SNOW EXPOSURE FACTOR Ce = 0.9 THERMAL FACTOR Ct = 1.2 SLOPED-ROOF SNOW LOAD* ( Ps = CsPf ) Ps = 31 PSF

5. WIND LOADS

ULTIMATE WIND SPEED Vult = 108 MPH NOMINAL DESIGN WIND SPEED Vasd = 84 MPH

RISK CATEGORY CATEGORY = II

WIND EXPOSURE CATEGORY CATEGORY = C

GUST EFFECT FACTOR FACTOR = 0.85

INTERNAL PRESSURE COEFFICIENT GCpi = 0

WIND COMPONENTS AND CLADDING PER DIAGRAM

6. SEISMIC LOADS

COUNTY/STATE FT. MCCOY, WI

RISK CATEGORY CATEGORY= II

SEISMIC IMPORTANCE FACTOR Ie = 1.0 MAPPED SHORT PERIOD RESPONSE ACCELERATION Ss = 0.051g MAPPED 1 SECOND PERIOD RESPONSE ACCELERATION S1 = 0.038g

SITE CLASS CLASS = D

DESIGN SHORT PERIOD SPECTRAL RESPONSE COEF. Sds = 0.054 DESIGN 1 SECOND PERIOD SPECTRAL RESPONSE COEF. Sd1 = 0.061

SEISMIC DESIGN CATEGORY CATEGORY = A

RESPONSE MODIFICATION FACTOR R = BY CONTRACTOR

SEISMIC RESPONSE COEFFICIENT Cs = BY CONTRACTOR

DESIGN BASE SHEAR V = BY CONTRACTOR

ANALYSIS PROCEDURE

EQUIVALENT LATERAL FORCE METHOD

7. ENVIRONMENTAL SEVERITY CLASSIFICATION C2

FOUNDATION NOTES

1. THE FOUNDATIONS ARE DESIGNED BASED ON RECOMMENDATIONS INCLUDED IN THE

GEOTECHNICAL INVESTIGATION REPORT PREPARED, 04 DECEMBER 2020, BY THE US

ARMY CORPS OF ENGINEERS, LOUISVILLE DISTRICT.

2. SPREAD FOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1500

PSF FOR SINGLE-COLUMN FOOTINGS.

3. THE CONTRACTOR MUST RETAIN A LICENSED GEOTECHNICAL ENGINEER IN THE STATE

OF WISCONSIN TO PROVIDE OBSERVATION AND TESTING SERVICES DURING THE

GRADING AND FOUNDATION PHASE OF CONSTRUCTION PER THE EARTHWORK

SPECIFICATIONS. INSPECTING AND TESTING REPORTS MUST BE SUBMITTED TO THE

GOVERNMENT FOR REVIEW.

4. FOOTINGS MUST BE SUPPORTED ON UNDISTURBED SOIL CAPABLE OF SUPPORTING THE

DESIGN LOADS WITHOUT APPRECIABLE SETTLEMENT AS INDICATED IN THE

EARTHWORK SPECIFICATIONS. SEE THE EARTHWORK SPECIFICATIONS FOR

ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS.

5. DO NOT ALLOW AGGREGATE BLANKET BELOW SLAB ON GROUND TO BECOME

SATURATED DURING CONSTRUCTION. PREVENT WATER INFILTRATION INTO SUBGRADE.

6. SURFACE RUNOFF MUST BE DIRECTED AWAY FROM FOUNDATION EXCAVATIONS AND IS

NOT PERMITTED TO POND WITHIN THE BUILDING FOOTPRINT.

7. LOWER THE PERCHED GROUNDWATER BY AN ACCEPTABLE DEWATERING SYSTEM. THE

GROUNDWATER LEVEL MUST BE MAINTAINED CONTINUOUSLY A MINIMUM OF 2'-0"

BELOW THE EXCAVATION WHEN EXCAVATIONS APPROACH THE GROUND WATER LEVEL.

8. COORDINATE UNDERGROUND UTILITIES PRIOR TO THE START OF FOUNDATION

EXCAVATIONS. COORDINATE WITH UTILITY COMPANIES FOR ANY SHUT-OFF

REQUIREMENTS OF ACTIVE LINES.

9. PROTECT EXISTING FOUNDATIONS. THE CONTRACTOR MUST PROVIDE REQUIRED

SHORING, BRACING, OR UNDERPINNING REQUIRED. DO NOT UNDERCUT EXISTING

FOUNDATIONS. EXISTING FOUNDATIONS SHOWN ARE APPROXIMATE AND FOR

REFERENCE ONLY. THE CONTRACTOR MUST VERIFY EXACT CONDITIONS PRIOR TO

CONSTRUCTION.

A. NEW FOOTINGS MUST BE STEPPED AT A 2 TO 1 HORIZONTAL TO VERTICAL RATIO

WHERE ABUTTING EXISTING FOOTINGS.

B. NEW FOOTINGS MUST NOT BEAR BELOW EXISTING FOOTINGS.

10. PLACE FOUNDATION CONCRETE ON THE SAME DAY OF THE FOUNDATION EXCAVATIONS.

IF NOT PLACED ON THE SAME DAY, PROTECT FOUNDATION EXCAVATIONS FROM

STANDING WATER AND COLLAPSE.

11. THE MINIMUM DEPTH TO THE BOTTOM OF FOOTINGS AROUND THE PERIMETER OF THE

BUILDING MUST BE 60 INCHES BELOW FINAL EXTERIOR GRADE.

12. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADE.

13. ELEVATIONS INDICATED ON THE FOUNDATION PLANS REFER TO THE TOP OF FOOTINGS.

14. PROVIDE MINIMUM (2) #5 CONTINUOUS CENTERED IN FOOTINGS SUPPORTING

MASONRY WALLS UNO.

15. SEE ARCHITECTURAL AND CIVIL/SITE DRAWINGS FOR CONTOUR AND LAYOUT OF

SIDEWALKS AND PAVEMENT. SLOPE EXTERIOR CONCRETE AWAY FROM BUILDING PER

THE CIVIL/SITE DRAWINGS. EXTERIOR GRADE MUST BE AT LEAST 6" BELOW FINISHED

FLOOR, EXCEPT AT DOORWAYS.

16. DURING CONSTRUCTION, ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND

APPROVED BY THE CONTRACTOR'S PROFESSIONAL GEOTECHNICAL ENGINEER PRIOR

TO PLACING CONCRETE.

17. THE CONTRACTOR SHOULD EXPECT TO ENCOUNT GROUNDWATER DURING

EXCAVATION AND IMPLEMENT A DEWATERING PLAN. ALL DEWATERING OF

EXCAVATIONS SHOULD EXTEND AT LEAST 1.5 FEET BELOW FOUNDATION ELEVATIONS.

FOR MORE INFORMATION REFERENCE THE EARTHWORK SPECIFICATIONS (31 00 00.00

06).

STRUCTURAL CONCRETE

1. STRUCTURAL CONCRETE DESIGN AND CONSTRUCTION MUST CONFORM WITH THE

AMERICAN CONCRETE INSTITUTE (ACI) 2014 "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318), 2014 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (ACI 303), AND 2004 "ACI DETAILING MANUAL" (ACI SP-66).

2. CAST-IN-PLACE CONCRETE MUST ATTAIN A MINIMUM 28-DAY COMPRESSIVE

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

3. CONCRETE DENSITY MUST BE NORMAL WEIGHT.

4. CONCRETE REINFORCEMENT MUST BE STEEL DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60.

5. DO NOT WELD CONCRETE REINFORCEMENT UNLESS INDICATED. WHERE WELDING

REINFORCEMENT IS INDICATED, REINFORCEMENT MUST CONFORM TO ASTM A706,

GRADE 60.

6. SHOP FABRICATE BENDS AND HOOKS. DO NOT FIELD BEND.

7. WELDED WIRE REINFORCEMENT MUST BE DEFORMED WIRES CONFORMING TO ASTM

A1064. PROVIDE SHEET-TYPE WELDED WIRE REINFORCEMENT. SHEET LAPS MUST BE

TIED AND LAPPED ONE FULL MESH SPACING OR 6" MINIMUM.

8. PROVIDE SUPPORTS FOR REINFORCEMENT. WELDED WIRE REINFORCEMENT MUST BE

TIED TO SUPPORT CHAIRS AND SUPPORTED AT 2'-0" ON CENTER MAXIMUM. WELDED

WIRE REINFORCEMENT MUST NOT MOVE OR SHIFT DURING CONCRET PLACEMENT.

9. CONCRETE REINFORCEMENT FOR SLABS ON GROUND MUST BE LOCATED IN THE

MIDDLE THIRD OF THE SLAB AND BE POSITIVELY AND CONTINUOUSLY SUPPORTED.

SUPPORT MUST BE MAINTAINED PRIOR TO AND DURING CONCRETE PLACEMENT.

10. CONCRETE REINFORCEMENT MUST BE CONTINUOUS. SPLICES MUST BE MADE BY

LAPPING WITH CLASS B LAPS PER ACI 318.

11. MINIMUM CONCRETE COVER FOR REINFORCEMENT MUST BE IN ACCORDANCE WITH

ACI 318 AND UFC 3-301-01:

A. CONCRETE CAST AGAINST EARTH 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER

#6 THRU #18 BAR 2"

#5 BAR AND SMALLER 1 1/2"

C. BEAMS AND COLUMNS 1 1/2"

12. PROVIDE STANDARD HOOKS WITH 90 DEGREE BENDS AND EXTEND A MINIMUM OF

12 BAR DIAMETERS IN LENGTH. STIRRUPS, TIES, AND 180 & 135 DEGREE HOOKS MUST

CONFORM TO ACI 318.

13. PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS ON GROUND ABUT

CONCRETE, MASONRY, OR STEEL VERTICAL SURFACES.

14. EMBEDDED ITEMS MUST BE PROPERLY PLACED, ACCURATELY POSITIONED AND

SECURELY MAINTAINED IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

15. SPREAD CONCRETE REINFORCEMENT AT SLEEVES, ANCHORS, RECESSES AND

OTHER EMBEDDED ITEMS WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE

NORMAL SPACING. DO NOT CUT REINFORCEMENT TO FACILITATE PLACEMENT OF

EMBEDDED ITEMS.

16. PROVIDE 3/4" CHAMFER AT EXPOSED CONCRETE EDGES OR WHERE CHAMFER

INDICATED.

1. FOR CLASS 'A' SPLICE (PERMITTED ONLY WHEN NOT MORE THAN

HALF THE BARS SPLICED & SPLICES STAGGERED BY THE

DISTANCE OF SPLICE LENGTH), USE SAME AS ' Ld' = TENSION

DEVELOPMENT LENGTH TABLE.

2. TOP BARS ARE DEFINED AS ANY HORIZONTAL BAR WITH MORE

THAN 12" OF FRESH CONCRETE CAST BELOW THE SPLICED BARS.

3. INCREASE LAP LENGTHS AS FOLLOWS (INCREASES ARE

ACCUMULATIVE):

A. BAR SPACING LESS THAN 2 BAR DIAMETERS +50%

B. LIGHTWEIGHT CONCRETE +35%

C. EPOXY-COATED TOP BARS +20%

D. EPOXY-COATED OTHER BARS +50%

(GRADE 60 UNCOATED BARS - NORMAL WEIGHT CONCRETE)

TENSION LAP SPLICES - CLASS B FOR TOP & BOT BARS

BAR

SIZE

#10

#11

TOP BOT. TOP BOT. TOP BOT.

f'c= 3000 psi f'c= 4000 psi f'c= 5000 psi

2'-4" 1'-9" 2'-0" 1'-6" 1'-10" 1'-5"

3'-1" 2'-4" 2'-8" 2'-1" 2'-5" 1'-10"

3'-10" 3'-0" 3'-4" 2'-7" 3'-0" 2'-4"

4'-8" 3'-7" 4'-0" 3'-1" 3'-7" 2'-9"

6'-9" 5'-2" 5'-10" 4'-6" 5'-3" 4'-0"

7'-9" 5'-11" 6'-8" 5'-2" 6'-0" 4'-7"

8'-8" 6'-8" 7'-6" 5'-10" 6'-9" 5'-2"

9'-10" 7'-6" 8'-6" 6'-6" 7'-7" 5'-10"

10'-11" 8'-4" 9'-5" 7'-3" 8'-5" 6'-6"

STRUCTURAL STEEL

1. STRUCTURAL STEEL DESIGN AND CONSTRUCTION MUST CONFORM

WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

2016 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (AISC 360)

AND 2016 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES" (AISC 303).

2. MATERIALS AND SHAPES

A. WIDE FLANGE SHAPES MUST BE ASTM A992, GRADE 50.

B. MISCELLANEOUS SHAPES, CHANNELS, ANGLES, AND PLATES

MUST BE ASTM A36.

C. STRUCTURAL STEEL TUBING MUST BE ASTM A500, GRADE B.

D. WELDING ELECTRODES MUST BE E70XX EXCEPT WHERE OTHER

ELECTRODES ARE REQUIRED FOR COMPATIBILITY WITH

MATERIAL BEING WELDED.

E. ANCHOR RODS MUST BE ASTM F1554 GR. 36.

3. STEEL CONNECTIONS MUST BE BOLTED OR WELDED AS INDICATED.

A. BOLTED CONNECTIONS MUST CONFORM WITH THE STRUCTURAL

COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-

STRENGTH BOLTS.

B. USE ASTM A325-SC, CLASS A BOLTED CONNECTIONS WITH

HARDENE WASHERS FOR MOMENT CONNECTIONS AND TENSION-

ONLY CONNECTIONS (HANGERS).

C. USE FULLY PRE-TENSIONED ASTM A325-N BOLTED CONNECTIONS

WITH HARDENED WASHERS FOR CONNECTIONS.

D. USE HARDENED WASHERS FOR OVERSIZED AND SHORT-

SLOTTED HOLES. USE 5/16" THICK A36 PLATE WASHERS FOR

LONG-SLOTTED HOLES.

E. USE 3/4" DIAMETER (ø) BOLTS.

F. USE STANDARD SIZE BOLT HOLES. SHORT SLOTS

PERPENDICULAR TO LOAD MAY BE USED FOR BEAM END SHEAR

CONNECTIONS. PROVIDE MINIMUM EDGE DISTANCE AND BOLT

SPACING PER AISC 360.

G. BOLTED CONNECTIONS MUST HAVE A MINIMUM OF 2 BOLTS.

H. STRUCTURAL STEEL WELDING MUST CONFORM WITH THE

AMERICAN WELDING SOCIETY (AWS) 2010 STRUCTURAL WELDING

CODE - STEEL (AWS D1.1).

I. WHERE WELD SIZE IS NOT SHOWN, USE MINIMUM WELD SIZE PER

AISC 360 AND AWS D1.1. WHERE WELD LENGTH IS NOT SHOWN,

USE CONTINUOUS WELDS.

J. WELDING MUST BE PERFORMED BY OPERATORS CERTIFIED BY

AWS IN PERFORMING THE TYPE OF WORK INDICATED.

K. COLUMN BASES & SPLICED ENDS MUST BE MILLED OR SAW CUT

TO PROVIDE FULL BEARING.

L. USE CONNECTIONS PER TYPICAL DETAILS WHERE APPLICABLE.

M. WELDS INDICATED AS DEMAND CRITICAL MUST BE IN

ACCORDANCE WITH AISC 341 AND AWS D1.8 FOR MEMBERS PART

OF A SEISMIC FORCE RESISTING SYSTEM. DEMAND CRITICAL

WELDS ARE TO BE MADE WITH FILLER MATERIALS RECEIVING

HEAT INPUT ENVELOPE TESTING AND ACHIEVE MECHANICAL

PROPERTIES IN THE WELD METAL OF MINIMUM YIELD STRENGTH

OF 70 KSI AND CVN TOUGHNESS OF 40ft-lb MIN @ 70F.

N. CONTRACTOR MUST DESIGN CONNECTIONS NOT DETAILED.

DEVELOP ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY OF

THE BEAM. WHERE TYPICAL DETAILS ARE NOT PROVIDED. USE

STANDARD SHEAR CONNECTIONS IN THE AISC STEEL

CONSTRUCTION MANUAL WHERE POSSIBLE. ANGLE OR PLATE

CONNECTOR LENGTH FOR BEAM END CONNECTIONS MUST BE

LARGER THAN 1/2 OF THE T DISTANCE OF THE BEAM WEB.

4. DO NOT FIELD CUT OR MODIFY STRUCTURAL STEEL FOR WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE

DESIGNER OF RECORD.

5. GALVANIZING: HOT DIP GALVANIZE STEEL EXPOSED TO WEATHER.

GALVANIZE PER ASTM A-123 FOR ROLLED, PRESSED, OR FORGED

SHAPES AND PLATES, ASTM A-153 FOR HARDWARE ITEMS, AND ASTM

A-386 FOR ASSEMBLED STEEL PRODUCTS. RELIEF ANGLES AND

SHELF ANGLES FOR MASONRY MUST BE GALVANIZED. BOLTS

EXPOSED TO WEATHER OR BOLTS FOR STEEL EXPOSED TO

WEATHER MUST BE HOT DIP GALVANIZED. TOUCH UP SURFACES

MISSING GALVANIZATION COATING WITH APPROVED COLD

GALVANIZING. ALL WEATHER EXPOSED STEEL MUST BE GALVANIZED,

IF IT IS NOT PAINTED.

6. PRIME PAINTING: AFTER MATERIAL HAS BEEN PROPERLY CLEANED

AND TREATED, APPLY SHOP PRIME COAT, EXCEPT SURFACES

EMBEDDED INTO CONCRETE, RECEIVING FIELD WELDING, RECEIVING

SPRAY-APPLIED FIREPROOFING, OR FAYING SURFACES OF PLIES

WITH SLIP CRITICAL BOLTS. TOUCH-UP PRIMER AT SITE. MINIMUM

DRY FILM THICKNESS MUST BE 1.5 MIL. ALL STEEL TO BE PAINTED

MUST BE PRIMED.

7. PROVIDE (4) 3/4" DIAMETER x 1'-0" EMBEDMENT ANCHOR RODS AND 2"

THICK GROUT UNDER COLUMN BASE PLATES.

DELEGATED DESIGN

1. THE METAL BUILDING SYSTEM AND ITS FOUNDATIONS SHALL BE DESIGNED,

DETAILED, AND CONSTRUCTED BY THE CONTRACTOR.

2. PROVIDE FRAMES WHERE INDICATED ON THE DRAWINGS.

3. FOUNDATIONS INDICATED SHALL BE FOR REFERENCE ONLY AND SHALL NOT CONVEY

DESIGN INTENT OR COST INFORMATION. FOUNDATION DESIGN AND COST SHALL BE

INCLUDED IN THE CONTRACTOR'S BID.

STATEMENT OF SPECIAL INSPECTIONS

1. SPECIAL INSPECTIONS MUST BE IN ACCORDANCE WITH THE REQUIREMENTS OF

THE 2018 INTERNATIONAL BUILDING CODE AND THE REQUIREMENTS OF THE

CONTRACT DRAWINGS AND SPECIFICATIONS.

METAL BUILDING SYSTEM NOTES

1. DESIGN AND CONSTRUCT THE METAL BUILDING SYSTEM IN ACCORDANCE

WITH IBC 2018, ASCE 7-2016, AND THE MBMA METAL BUILDING SYSTEMS

MANUAL 2012 AS MODIFIED BY UFC 1-200-01 AND UFC 3-301-01.

2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DESIGNING AND

PROVIDING THE METAL BUILDING SYSTEM AS INDICATED.

3. DESIGN BUILDING SYSTEM FOR LIVE AND SUPERIMPOSED DEAD LOADS

INDICATED IN DESIGN CRITERIA AT A MINIMUM IN ADDITION TO BUILDING

DEAD, WIND, SNOW, AND SEISMIC LOADS. USE SPREADER

BEAMS WHERE CONCENTRATED LOADS EXCEED PURLIN CAPACITY.

4. LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH IBC 2018, ASCE 7-

2016, AND THE MBMA METAL BUILDING SYSTEMS MANUAL 2012 AS MODIFIED

BY UFC 1-200-01 AND UFC 3-301-01

5. BUILDING LATERAL DEFLECTIONS AND RACKING LIMITS SHALL BE IN

ACCORDANCE WITH "SERVICEABILITY CONSIDERATIONS" SUMMARY

TABLES CONTAINED IN AISC STEEL DESIGN GUIDE SERIES 3

"SERVICEABILITY DESIGN CONSIDERATIONS FOR STEEL BUILDINGS"

SECOND EDITION DEFLECTIONS SHALL BE LIMITED TO ENSURE THAT

BUILDING COMPONENTS DO NOT CONTACT INTERIOR PARTITIONS OR FREE

6. THE CONTRACTOR SHALL DESIGN AND PROVIDE STRUCTURAL MEMBERS FOR

THE SUPPORT OF HVAC UNITS, DUCTS, FANS, PIPING, ELECTRICAL

COMPONENTS, SUPPORTED PARTITIONS, ETC.

7. THE CONTRACTOR SHALL DESIGN AND PROVIDE FRAMED OPENINGS IN THE

WALL AND ROOF AS INDICATED IN THE STRUCTURAL DRAWINGS AND

OTHER TRADE DRAWINGS.

US Army Corps of Engineers ®

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COLD FORM METAL FRAMING

1. COLD FORM METAL FRAMING SHALL BE DESIGNED AND CONSTRUCTED IN

ACCORDANCE WITH NORTH AMERICAN COLD-FORMED STEEL

SPECIFICATIONS, LATEST EDITION.

2. STEEL NON-LOAD BEARING FRAMING MEMBERS SHALL MEET THE MINIMUM

PROPOSED BY THE STEEL STUD MANUFACTURER'S ASSOCIATION FOR

INDUSTRY STANDARDIZATION.

3. FASTENING OF COMPONENTS SHALL BE SELF-DRILLING SCREW OR

WELDING. WIRE TYING OF COMPONENTS IS NOT PERMITTED.

4. FOR SCREWS 3/4" MINIMUM CLEARANCE MUST BE MAINTAINED FROM ALL

EDGES OF STEEL MEMBERS. A 3/4" MINIMUM ON CENTER SPACING MUST BE

MAINTAINED BETWEEN ADJACENT SCREWS.

5. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.3

(LATEST EDITION) "SPECIFICATIONS FOR WELDING SHEET STEEL IN

STRUCTURES". CONSULT AWS 19.0 "WELDING ZINC COATED STEEL" AND ANSI

STANDARD Z49.1 FOR MORE INFORMATION REGARDING SAFE WELDING

PROCEDURES.

6. REPAIR ALL BURNED ZINC COATING FROM WELDING WITH ZINC RICH PAINT.

7. FEILD CUTTING OF STUDS SHALL BE DONE BY SAWING OR SHEARING. TORCH

CUTTING OF COLD-FORMED MEMBERS IS NOT PERMITTED.

8. NOTCHING OR COPING OF STUD IS NOT PERMITTED.

9. ALL WALL STUDS PUNCH-OUTS SHALL BE ALIGNED WHEN ASSEMBLING

LATERAL BRACING AND FIELD CUTTING TO LENGTH.

10. LATERAL BRACING SHALL BE INSTALLED AS THE WALL IS CONSTRUCTED TO

PREVENT LOSS OF STRUCUTRAL INTEGRITY OF THE WALL/BUILDING.

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A-201

A-301

EXISTING LOADING

DOCK TO REMAIN

40' - 0" +/- F.V.

ROOF LINE ABOVE

PATCH CONCRETE AS

REQUIRED.

PRE-ENGINEERED

STEEL FRAMING PER

MANUFACTURER TYP.

4' - 6" 4' - 6"

LINE OF ROOF ABOVE

'-0

'-0 " C

20' - 6" 20' - 6"

6" CONCRETE FILLED STEEL

PIPE BOLLARDS. TYP.

DSDS

DS DS

A-301

A-501

50' - 0"

ELECTRICAL EQUIPMENT.

REFER TO ELECTRICAL

DRAWINGS.

EXISTING CONCRETE

PAVEMENT TO REMAIN

EXISTING CONCRETE

PAVEMENT TO REMAIN

REMOVE EXISTING

WOODEN STAIR AND ALL

ASSOCIATED

COMPONENTS

EXISTING LOADING DOCK TO REMAIN

REMOVE UTILITY POLE AND

SALVAGE LIGHTNING

PROTECTION COMPLETE.

RETURN LIGHTNING

PROTECTION TO OWNER.

REMOVE UTILITY POLE

AND SALVAGE

LIGHTNING

PROTECTION

COMPLETE. RETURN

LIGHTNING

PROTECTION TO

OWNER.

REMOVE EXISTING CONCRETE

PAVING,BASE COURSE AND SOIL

AS REQUIRED FOR CONCRETE

NECESSARY FOR FOOTINGS.

REFER TO STRUCTURAL.

REMOVE EXISTING LUMBER BUMPER. PATCH

HOLES FROM ANCHORS AS REQUIRED.

REMOVE EXISTING LUMBER

BUMPER. PATCH HOLES FROM

ANCHORS AS REQUIRED.

6" 4' - 10 3/4"

4' - 10 3/4"

REMOVE EXISTING

CONCRETE AND

NECESSARY

COMPENENTS TO

ALLOW FOR INSTALL OF

CONCRETE STAIRS

REMOVE EXISTING CONCRETE AND

NECESSARY MATERIAL FOR FUTURE

INSTALL OF CONCRETE STAIRS

REMOVE EXISTING

WOODEN STAIR AND ALL

ASSOCIATED

COMPONENTS

REMOVE EXISTING CONCRETE

PAVING,BASE COURSE AND SOIL

AS REQUIRED FOR CONCRETE

NECESSARY FOR FOOTINGS.

REFER TO STRUCTURAL.

A-301

STANDING SEAM METAL

ROOF (X4)

SNOW GUARDS, TYP. (X2)

LIGHTNING PROTECTION.

SEE ELECTRICAL

DRAWINGS.

PREFINISHED 3"X4"

OPEN-FACED

METAL DOWNSPOUT

AND 6"X6" PREFINISHED

METAL GUTTER TYP.

(X3)

CONTINUOUS METAL

RIDGE CAP (X2)

1' -0

-0

PREFINISHED METAL

RAKE (X2)

LIGHTNING PROTECTION.

TYP. REFER TO ELECTRICAL

DRAWINGS

50' - 0"

SNOW GUARDS, TYP. (X2)

PREFINISHED 3"X4"

OPEN-FACED

METAL DOWNSPOUT

AND 6"X6"

PREFINISHED METAL

GUTTER TYP. (X3)

A-301

LED JELLY JAR

CEILING LEGEND

1X4 LED STRIP

LINEAR METAL SOFFIT UNDER

ROOF PERLINS. (X6) REFER TO

FINISH SCHEDULE ON A-201

US Army Corps of Engineers ®

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1/8" = 1'-0"2 LOADING DOCK PLAN

1/8" = 1'-0"1 DEMO PLAN LOADING DOCK

PLAN NORTH

1/8" = 1'-0"3 ROOF PLAN

GENERAL NOTES

1 REFERENCE ELEVATION 0'-0" =926.30' ABOVE MEAN SEA LEVEL, COORDINATE WITH CIVIL DRAWINGS.

2 SEE SHEET A-001 FOR STANDARD INFORMATION, INCLUDING ABBREVIATIONS, LEGENDS, SYMBOLS

AND DETAILS.

3 DIMENSIONS ARE TO FACE OF STRUCTURE, GRID LINES OR EDGE OF EXISTING LOADING DOCK.

4 ALL NOTES AND DETAILS DRAWN AS TYPICAL SHALL BE APPLICABLE TO ALL SIMILAR CONDITIONS, UNLESS NOTED OTHERWISE.

5 ALL EXPOSED STEEL TO BE PAINTED. REFER TO A-201 EXTERIOR ELEVATIONS FOR COLORS.

6 CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. THE ELEVATION OF THE EXISTING LOADING

DOCK IS APPROXIMATE.

7 REFERENCE SHEET A-201 FOR FINISHES OF ITEMS INDICATED WITH (X#)

1/8" = 1'-0"4 REFLECTED CEILING PLAN

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EXISTING LOADING

DOCK

4' - 0"

BOTTOM OF STEEL

20' - 0"

PREFINISHED OPEN-

FACED METAL 3"x4"

DOWNSPOUT, TYP (X3)

PRE-ENGINEERED STEEL FRAMING

PER MANUFACTURER TYP. (X1) EXISTING LOADING DOCK.

STANDING SEAM METAL ROOF (X4)

SNOW GUARD, TYP (X2)

PREFINISHED METAL

GUTTER, TYP (X3)

2" / 1'-0"2" / 1'-0"

CONTINUOUS METAL RIDGE CAP (X2)

PREFINISHED METAL FACIA (X2)

PREFINISHED METAL RAKE (X2)

STEEL RAILING, TYP. (X5)

BOLLARDS, PAINTED, TYP (X6)

EXTERIOR LIGHTING

FIXTURES. TYP. REFER TO

ELECTRICAL DRAWINGS

EXISTING LOADING

DOCK

4' - 0"

BOTTOM OF STEEL

20' - 0"

STANDING SEAM METAL ROOF (X4)

SNOW GUARD, TYP (X2)

PREFINISHED OPEN-FACED

METAL 3"x4" DOWNSPOUT, TYP (X3)

PREFINISHED METAL

GUTTER, TYP (X3)

CONTINUOUS METAL RIDGE VENT (X2)

PREFINISHED METAL FASCIA (X2)

PRE-ENGINEERED STEEL

FRAMING PER

MANUFACTURER TYP.

(X1)

3 2 1

EXISTING LOADING

DOCK

4' - 0"

BOTTOM OF STEEL

20' - 0"

STANDING SEAM METAL ROOF (X4)

PRE-ENGINEERED STEEL

FRAMING PER MANUFACTURER

TYP. (X1)

SNOW GUARD, TYP (X2)

PREFINISHED OPEN-FACED

METAL 3" x 4"

DOWNSPOUTS, TYP (X3)

PREFINISHED METAL GUTTER TYP (X3)

ELECTRICAL EQUIPMENT.

REFER TO ELECTRICAL

BRACING AT BAY. REFER TO

STRUCTURAL DRAWINGS.

CONTINUOUS METAL RIDGE

VENT (X2)

EXISTING LOADING

DOCK

4' - 0"

BOTTOM OF STEEL

20' - 0"

PREFINISHED OPEN-FACED METAL 3"x4"

DOWNSPOUT, TYP (X3)

PRE-ENGINEERED STEEL FRAMING PER

MANUFACTURER TYP. (X1)

CONTINUOUS METAL RIDGE VENT

(X2)

SNOW GUARD, TYP.PREFINISHED METAL GUTTER, TYP

(X3)

STANDING SEAM METAL ROOF (X4)

PREFINISHED METAL

RAKE. X2

B A

PAINTED STEEL GUARDRAILS AND

HANDRAILS, TYP (X5)

BOLLARDS, PAINTED (X6).TYP.

LIGHTNING PROTECTION.

TYP. REFER TO

ELECTRICAL DRAWINGS

EXTERIOR LIGHTING

FIXTURES. TYP. REFER

TO ELECTRICAL

DRAWINGS

2" / 1'-0"2" / 1'-0"

US Army Corps of Engineers ®

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

1/8" = 1'-0"2 NORTH ELEVATION

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

1/8" = 1'-0"4 WEST ELEVATION

EXTERIOR FINISH SCHEDULE

MARK COMPONENT FINISH DESCRIPTION

X1 STEEL STRUCTURE PAINT. COLOR: MATCH X4

X2 FACIA , RAKE, RIDGE CAP, SNOWGUARDS FACTORY FINISH, COLOR: MATCH X4

X3 6"x6" GUTTER, 3"x 4" DOWNSPOUT FACTORY FINISH, COLOR: MATCH X4 X4 STANDING SEAM METAL ROOF MATCH ADJACENT EXISTING WET LATRINE ON SITE OR COVERED MESS.

X5 RAILING, GUARDRAILS AND BOLLARDS PAINT SAFETY YELLOW

X6 LINEAR SOFFIT PANEL FACTORY FINISH, COLOR: MATCH X4

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EXISTING LOADING

DOCK

4' - 0"

BOTTOM OF STEEL

20' - 0"

A-301

EXISTING LOADING DOCK

2" / 1'-0" 2" / 1'-0"

A-301

B A

EXISTING CONCRETE TO

REMAIN

EXISTING CONCRETE TO

REMAIN BOTTOM OF STEEL

20' - 0"

PREFINISHED 3"X4" OPEN-FACED

METAL DOWNSPOUT AND 6"X6"

PREFINISHED METAL GUTTER

TYP. (X3)

STANDING SEAM METAL ROOF (X4)

PRE-ENGINEERED STEEL

FRAMING PER MANUFACTURER.

PRE-FINISHED METAL 2" WIDE

X12" DEEP METAL FASCIA (X2)

PRE-MANUFACTURED SNOW

GUARD (X2)

STEEL ROOF PURLINS

PER MANUFACTURER

LIGHTNING PROTECTION

REFER TO ELECTRICAL

PREFINISHED

METAL SOFFIT

BELOW ROOF

FRAMING (X6)

PREFINISHED METAL

SOFFIT BELOW ROOF

FRAMING (X6)

STEEL ROOF PURLINS

PER MANUFACTURER.

CONTINUOUS METAL

RIDGE CAP (X2)

STANDING SEAM

METAL ROOF (X4)

PRE-ENGINEERED STEEL

FRAMING PER

MANUFACTURER. (X1)

NEW CONCRETE

0' - 6" 0' - 6"

0" 2'

VERIFY CONDITION OF

CONCRETE IN FIELD.

PATCH OR REPLACE AS

REQUIRED

6" DIAMETER

STEEL PIPE.

PAINTED. (X6)

ROUND

CONCRETE AT

TOP.

SSMR

WELDED SPLICE

WELDED

SPLICE

2" (50.8

mm) MIN.

PRE-MOLDED PIPE

FLASHING

SEALANT

SSMR

FASTENER AND

PLATE AT

12" O.C. MAX

STAINLESS STEEL CLAMPING RING

CONTINUOUS BEAD OF SEALANT

LIGHTNING PROTECTION

GROUNDING WIRE

SEAL COMPLETE

MEMBRANE PENETRATION

BOOT/SLEEVE BY ROOFING

MANUFACTURER

PER MANUFACTURER PER MANUFACTURER

US Army Corps of Engineers ®

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1/4" = 1'-0"1 PARTIAL BUILDING SECTION

1 1/2" = 1'-0"2 ROOF DETAIL

3/4" = 1'-0"3 VENT CAP DETAIL

3/4" = 1'-0"4 BOLLARD DETAIL6" = 1'-0"5 PENETRATION FOR LIGHTNING PROTECTION

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SUMMARY OF CHANGES

481816_CS117 - SITE PLAN - 16 OF 27

481816_ES501 - SITE ELECTRICAL DETAILS - DUCT BANK

481816_ALD - S-001 - GENERAL STRUCTURAL NOTES, DESIGN LOADS & ABBREVIATIONS

Sheets

S-001 - GENERAL STRUCTURAL NOTES, DESIGN LOADS & ABBREVIATIONS

481816_ALD - A-101 - DEMO, FLOOR AND ROOF PLAN

Sheets

A-101 - DEMO, FLOOR AND ROOF PLAN

A-201 - EXTERIOR ELEVATIONS

A-301 - ROOF SECTION AND DETAIL

481816_ALD - A-201 - EXTERIOR ELEVATIONS

Sheets

A-101 - DEMO, FLOOR AND ROOF PLAN

A-201 - EXTERIOR ELEVATIONS

A-301 - ROOF SECTION AND DETAIL

481816_ALD - A-301 - ROOF SECTION AND DETAIL

Sheets

A-101 - DEMO, FLOOR AND ROOF PLAN

A-201 - EXTERIOR ELEVATIONS

A-301 - ROOF SECTION AND DETAIL

File details come from the government source that posted it. Updated Sep 2, 2021.