Technical__Exhibit_D-Revised_Drawings_29-Jul-2019.pdf

PDF 5 MB Posted Aug 6, 2019

Attached to: Renovation of TEMP Bldg 26041
Solicitation number: W91151-19-B-0016
Issued by: Department of the Army Materiel Command Mission and Installation Contracting Command Fort Hood

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Technical Exhibit D- Revised Drawings, dated 29- July 2019

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Revised_Specs_Tech_Exh._A_,30__June_2019_pages_1-761.pdf	PDF	Jul 5, 2019
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Revised_Drawing_Tech_Exh._B_,19_June_2019__pages_73-96.pdf	PDF	Jul 3, 2019
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Revised_Drawing_Tech_Exh._B_,19_June_2019__pages_1-24.pdf	PDF	Jul 3, 2019
Revised_Drawing_Tech_Exh._B_,19_June_2019__pages_25-48.pdf	PDF	Jul 3, 2019
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S T

R U

C T

U R

A L

E N

E R

O T

E S

B U

I L

D I N

GENERAL NOTES

REINFORCED CONCRETE MASONRY UNIT WALLS

1. Masonry walls must be temporarily braced against lateral loads and displacement until the floor deck/roof deck has been permanently attached to joists and deck angles.

2. Concrete masonry units (CMU) shall conform to

ASTM C90, Grade N. Type 1.

3. Required strength of the concrete masonry assemblage (f'm) shall be 1500 psi.

4. Mortar shall be Type "S".

5. Cement shall conform to ASTM C150 Type I, low alkali. Mortar Cement conforming to ASTM C

1329-96 may be used. However, Masonry Cements are not allowed.

6. Provide grout in accordance with ASTM C-476 and submit design mix for approval.

7. All reinforcing bars shall be new billet steel and shall conform to ASTM A-615, Grade 60.

8. All walls requiring vertical reinforcement (noted on plans) shall be #5 @ 48" on center. Add TWO (2) #5 at jambs of all openings, and wall ends, THREE (3)

#5 at corners (one in each of three adjoining cells).

Provide additional vertical reinforcement for special conditions as detailed. All vertical reinforcement to be in grout filled cells. Provide dowels from foundation, same size & spacing.

9. Lap splices of reinforcing steel shall be a minimum of

48 bar diameters unless otherwise noted.

10. Vertical cells to be filled shall have vertical alignment sufficient to maintain a clear, unobstructed continuous vertical cell measuring not less than 2 inches by 3 inches. Excessive mortar fins and any other obstruction shall be removed from the cells to be grouted. Metal lath may be placed over cells not containing reinforcement to prevent filling with grout.

11. All cells containing vertical reinforcement shall be filled solidly with grout with a minimum compressive strength of 3000 psi at 28 days. Grout shall be a workable mix suitable for pumping without segregation and shall be thoroughly mixed. Grout shall be placed by pumping or an approved alternate method and shall be placed before initial set or hardening occurs.

12. All reinforcing shall be in place prior to placing grout. Vertical reinforcing bars shall be held in position at the top, bottom and at intervals not farther apart than 10'-0”.

13. Allow C.M.U. walls to set at least 24 hours after completion before grouting. Grout shall be consolidated by puddling or mechanical vibration during placing and resolidation after excess moisture has been absorbed but before workability is lost.

The filling of any section of a wall shall be completed in one day without interruptions greater than one hour, and placed in layers of 4 feet maximum.

14. Where the grout pour exceeds 4 feet in height, cleanouts shall be provided by suitable openings in the face shells in the bottom course of each cell to be filled, or other approved locations. The cleanouts shall be sealed after inspection and before being filled.

15. When cell filling is stopped for one hour or longer, horizontal construction joint shall be formed by stopping the pour of grout approximately 1/2 inch above or below bed joint.

16. End walls and cross webs forming cells to be filled shall be full bedded in mortar to prevent leakage of grout unless wall is to be poured solid.

17. Typical horizontal reinforcement shall be two (2) #5 continuous in 8”x8” or 8”x16” deep continuous concrete filled bond beam below each floor and roof level, unless noted otherwise. If “U” block (lintel block) is used for a bond at top of wall, holes must be made thru the “U” block so vertical reinforcement can extend into the “U” block. Provide standard Ladder-

(Truss-) Mesh type reinforcing or reviewed equivalent every other course (16" on center) and as per manufacturer's recommendations. Provide additional bond beams and lintel beams as detailed, noted, or required for a complete job.

18. Walls designated as spanning horizontal require horizontal, Truss-Mesh type, double wire reinforcement with adjustable eye-wire.

19. Provide vertical control joints at a maximum spacing of 20' starting at 10' from corners. Do not continue the typical Ladder-(Truss-) Mesh type joint reinforcement through the joint.

20. Continue bond beam reinforcement through the joint.

21. Provide horizontal joint reinforcement every other course where horizontal bar reinforcement is not specified.

22. Care shall be taken in backfilling against retaining walls. Backfilling shall not be permitted until at least

7 days after grouting. Heavy equipment shall not approach closer to the wall than a distance equal to the wall height.

23. Wall lengths less than or equal to four (4) times its' thickness shall be reinforced with #5 vertical reinforcing in filled cells, provide 1/4” diameter ties in every course (8” on center) in lieu of Dur-O-Wal reinforcing. Place as detailed.

OPEN WEB STEEL JOISTS

1. All steel for joists shall conform to the Steel Joist

Institutes requirements for K-series open web steel joists, and VS-series steel joists, minimum 50,000 psi yield.

2. All steel joists shall receive manufacturer's standard base paint, applied by dipping or spraying, before leaving the shop.

3. Steel joists shall extend a minimum distance of 4” over masonry or concrete supported on a steel bearing plate. Joist bearing on steel shall have a minimum 2-1/2" bearing length and be welded to the steel with 2 welds at each end, each 1" long.

4. Provide sloped seats as (if) required.

5. Provide 2"X2"X1/4" angle bottom chord extended ends at steel joist ends at column lines or at joist nearest column lines.

6. Provide 2"X2"X1/4" angle bottom chord extended ends at each steel joist to tilt-up panels. Weld to 6”X6”X3/8” embedded plate with 2-3/4” diameter

X4” long studs.

7. Bottom chord extended ends shall not be installed until after roof/floor has been completely installed.

(All dead loads applied)

8. Provide bottom chord extended ends to within one

(1) inch of bearing walls to support drop-in ceiling tile, metal frame and insulation.

STRUCTURAL STEEL

1. Comply with American Institute of Steel Construction, Inc. (AISC) Code of Standard Practice for Steel

Buildings and Bridges.

2. Rolled steel plates, shapes, and bars shall be structural quality carbon steel complying with ASTM A-36, except where other type steel is shown.

3. Hollow Structural Sections (HSS) products shall comply with ASTM A500, Grade C, 46 KSI.

4. Steel Pipe products shall be cold-formed structural quality carbon steel, complying with ASTM A53, Type E or S, Grade B.

5. All structural steel shall be fabricated, erected and painted in accordance with the Specifications for the

Design, Fabrication, and Erection of Structural Steel for

Buildings as amended to date and the Code of

Standard Practice, latest edition as adopted by the

American Institute of Steel Construction.

6. Welding shall be done in accordance with the standard code for arc and gas welding in building construction as published by the American Welding Society, except that all welding shall be done by the Electric arc process.

All welding shall be performed by certified welders and shall conform to the latest code of the AWS.

7. Detailed connections have been designed by Structural

Engineer. Any connection not detailed or scheduled, or altered for fabrication purposes, shall be sized and detailed by fabricator and shall be marked for engineer's verification.

8. Erector shall examine areas and conditions under which structural steel work is to be installed, and notify

Contractor in writing of conditions detrimental to proper and timely completion of work. Do not proceed with work until unsatisfactory conditions have been corrected in a manner acceptable to the erector.

9. Provide temporary shoring and bracing members with connections of sufficient strength to bear imposed loads. Remove temporary members and connections when permanent members are in place and final connections made. Permanent members shall include but are not limited to columns, beams, joists, and metal deck. Provide temporary guy lines to achieve proper alignment of structure as erection proceeds.

MANUFACTURED METAL BUILDING SYSTEM

1. THE CONTRACTOR SHALL VERIFY ALL

DIMENSIONS AND SITE CONDITIONS PRIOR TO

DESIGN, FABRICATION OR ERECTION OF

MANUFACTURED METAL BUILDING.

2. MANUFACTURED METAL BUILDING SHALL BE

DESIGNED AND DRAWINGS SEALED BY A

PROFESSIONAL ENGINEER LICENSED IN THE

STATE OF TEXAS AND HAVING THREE (3) OR

MORE YEARS EXPERIENCE IN THE DESIGN OF

THE TYPE BUILDING INDICATED ON THE

CONTRACT DOCUMENTS

3. THE METAL BUILDING AND COMPONENTS

SHALL BE DESIGNED AS PER THE

INTERNATIONAL BUILDING CODE (IBC), 2015

EDITION, UNLESS LOCAL CODES REQUIRE

STRICTER LIMITATIONS. MINIMUM

REQUIREMENTS SHALL BE AS FOLLOWS:

WIND SPEED 115MPH

BUILDING DRIFT

WITH METAL SIDING H/180

GIRT DEFLECTION

METAL SIDING L/180

4. THE METAL BUILDING AND COMPONENTS

SHALL BE DESIGNED TO CARRY ITS OWN

WEIGHT PLUS ALL SUPERIMPOSED DEAD AND

LIVE LOADS INCLUDING WIND LOADS FROM ALL

DIRECTIONS AND INCLUDING ALL MECHANICAL,

ELECTRICAL AND ARCHITECTURAL LOADS.

VERIFY ALL LOADS WITH MECHANICAL,

ELECTRICAL AND ARCHITECTURAL PLANS.

5. DESIGN AND MEMBERS FOR FRAMED

OPENINGS SHALL BE PROVIDED AS PART OF

THE METAL BUILDING DESIGN.

6. PRIOR TO FABRICATION THE CONTRACTOR

SHALL PROVIDE DOCUMENTATION FROM THE

MANUFACTURER FOR USE BY THE ENGINEER

OF RECORD FOR INCORPORATING THE

BUILDING SYSTEM INTO THE CONSTRUCTION

PROJECT. INFORMATION TO INCLUDE:

A.ANCHOR BOLT PLAN SHOWING LOCATION,

DIAMETER, PROJECTION OF BOLTS, AND

OTHER INFORMATION REQUIRED TO DESIGN

THE ANCHORAGE OF THE BUILDING SYSTEM

AND PREPARE CONSTRUCTION DRAWINGS

FOR THE FOUNDATION.

B.FOUNDATION DESIGN DATA INCLUDING

FORCES IMPOSED BY THE BUILDING SYSTEM

ON THE FOUNDATION AND OTHER

FOUNDATION DESIGN CRITERIA REQUIRED

FOR ANCHORAGE OF THE BUILDING SYSTEM.

C.FORCES IMPOSED BY THE BUILDING SYSTEM

ON COLLATERAL WALLS, LATERAL FRAME

DEFLECTIONS, AND OTHER DESIGN CRITERIA

IMPOSED BY THE BUILDING SYSTEM.

D.LETTER OF DESIGN INTENT ISSUED AND

SEALED BY THE MANUFACTURER'S

ENGINEER. THE LETTER OF INTENT SHALL

INCLUDE THE FOLLOWINGS:

a. ORDER OR QUOTATION NUMBER.

b. IDENTIFICATION OF DEALER.

c. STATEMENT THAT THE STRUCTURAL

DESIGN OF THE BUILDING SYSTEM IS

UNDER THE RESPONSIBLE SUPERVISION

OF THE MANUFACTURER'S ENGINEER.

d. STATEMENT THAT THE DESIGN OF THE

BUILDING SYSTEM CONFORMS TO THE

REQUIREMENTS OF THE ORDER

DOCUMENTS.

e. SYSTEM TYPE(S) AND DIMENSIONS.

f. SUMMARY OF DESIGN CRITERION

SPECIFIED ON THE QUOTATION/ORDER

DOCUMENTS.

7. THE EMBEDMENT OF THE ANCHOR BOLTS

CONNECTING THE MANUFACTURED BUILDING

SYSTEM TO THE FOUNDATION WILL BE

BASED UPON DETAILS AND REACTIONS

OBTAINED FROM THE MANUFACTURER. THE

CONTRACTOR SHALL COORDINATE THE

CONNECTION OF THE BUILDING SYSTEM WITH

THE MANUFACTURER AND THE ENGINEER OF

RECORD PRIOR TO CONSTRUCTION.

8. THIS FOUNDATION HAS BEEN DESIGNED USING

THE SCHEDULED ASSUMED REACTIONS

(REFERENCE DESIGN CRITERIA, THIS SHEET)

FROM THE MANUFACTURED BUILDING

COMPONENTS AND IS FOR BID PURPOSES

ONLY. THE CONTRACTOR SHALL SUBMIT BASE

CONNECTION DETAILS AND REACTIONS OF THE

BUILDING FRAMES THE ENGINEER OF RECORD.

PRIOR TO CONSTRUCTION SO THE DESIGN

ASSUMPTIONS AND FOUNDATION

CONNECTIONS CAN BE VERIFIED.

RIGID BEAM, CAST-IN-PLACE CONCRETE

FOUNDATON

1. Verify all dimensions. Coordinate with specifications and architectural plans prior to construction and notify Architect and/or Engineer of any discrepancies.

2. Concrete work shall be in accordance with the

American Concrete Institute Specifications, ACI 318 and ACI 301, Latest Edition.

3. Detailing, fabrication and erection of reinforcing bars, and all accessories unless otherwise noted, shall be in accordance with the ACI “Manual of Standard Practice for Detailing Reinforced

Concrete”, ACI 315 latest edition.

4. Concrete shall develop 4000 psi in compression in 28 days but not less than 4-1/2 sacks of cement shall be used per cubic yard of concrete regardless of strength obtained. Slump shall not exceed five (5) inches.

5. Concrete shall contain a water-reducing admixture as per the manufacturer's specifications, in accordance with ASTM C494. No calcium chloride will be permitted in concrete.

6. No horizontal construction joints will be permitted in slabs or beams.

7. Vertical construction joints in slabs are to be as shown on plans, or if not shown, as approved by engineer.

8. Reinforcing bars shall be new domestic billet steel and shall conform to ASTM A-615, grade 60 specifications.

9. Provide corner bars top and bottom at all beam corners and dead end beam intersections. Bars to be of equal size and quantity as the noted beam steel. Bars shall lap beam reinforcement 48 bar diameters.

10. Bars detailed as continuous shall be lapped 48 bar diameters at splices.

11. Extend the slab reinforcing steel, perpendicular to beam, to the top outside reinforcing bar of perimeter beams. Start the slab reinforcing steel, parallel to beam, not more than 6” from the top inside reinforcing bar of perimeter beams.

12. All conduit and plumbing lines in slab shall be placed below slab reinforcing. Do not bundle conduits or plumbing lines; provide 1 1/2" clear between each member.

13. The vapor retarder below all foundation areas shall be a minimum 10-mil polyethylene with all joints lapped 12” continuous and sealed. Drop vapor retarder down the sides of all beam trenches. DO

NOT PLACE VAPOR RETARDER ACROSS

TRENCH BOTTOM.

14. Clay masonry brick is not acceptable for chairs. Solid concrete brick may be used as chairs providing they are large enough and spaced to distribute construction traffic weights without damaging the

Vapor Retarder.

15. Concrete shall not be placed on soils that have been disturbed by rainfall or seepage.

16. If bearing soils are softened by surface water intrusions during exposure or by desiccation, the unsuitable soils must be removed from the foundation excavation prior to placement of concrete.

17. In all instances minimum slab thickness shall be maintained. Coordinate slab finishes with architectural plans.

18. Backfill around perimeter to provide positive drainage away from the foundation.

19. All openings in the slab (for piping, drains, etc.) shall be sealed.

METAL DECK

1. Floor deck shall be 0.6C 22 gage, painted, as manufactured by Vulcraft.

2. End laps shall be a minimum of 2" and shall always occur over supports. Side laps shall require a minimum of one-half flute.

3. Deck units shall be 3 or more spans and shall be attached to the structural supports at the end lap joints by welds not less than 5/8 inch in diameter, spaced not more than 12 inches o.c. across the width. Attachment at interior supports shall be by welds not less than 5/8 inch in diameter spaced not more than 12 inches o.c. across the width. . (An elongated weld with an equal perimeter shall be acceptable.) Welds metal shall penetrate all thicknesses of material and shall have good fusion to the supporting member.

4. All field welding of deck shall be in strict accordance with ANSI/AWS D1.3. Structural Welding Code -

Sheet Steel.

5. Care shall be exercised in the selection of electrodes and amperage to provide a positive weld and prevent high amperage blow holes.

6. Welding washers shall be provided and used as recommended by the deck manufacturer.

7. Side laps of adjacent units shall be fastened with #10

TEK Self-Drilling Screws at not more than 36 inches on center.

8. The deck (ends and sides) shall be attached to the deck support angle with welds not less than 5/8 inch in diameter and spaced @ 12 inches o.c. maximum at the building perimeter and around all large openings through the deck.

9. (Option) Deck units may be attached to the structural supports at the end laps and at perimeter deck angles with HILTI ENP2K-21-L15 powder actuated fasteners spaced not more than 12 inches o.c. or HILTI 12-24x1 1/4 HWH #4 STLG screws @

12 inches o.c.

DRILLED STRAIGHT SHAFT PIERS

1. Contractor shall coordinate with Geotechnical

Engineer for verification of piers bearing stratum at time of drilling.

2. Concrete shall develop a 28-day compressive strength of 3000 psi.

3. All reinforcing steel shall comply with the requirements of ASTM 615, Grade 60.

4. Center footing under beam unless dimensioned otherwise.

5. All reinforcing steel shall be continuous with splices lapped 48 bar diameters.

6. Pier shaft shall be drilled plumb along its total length.

(1" per 10'-0" max. tolerance)

7. Shafts shall penetrate into the dark grey unweathered lime stone three (3) feet or one shaft diameter, whichever is greater.

8. Soils Engineer shall approve pier depth, bearing material, pier size and reinforcement.

9. Bottom of ream to be clean and free of all loose materials and water.

10. Center steel cage in shaft with a minimum 3 levels of concrete Sled spacers (8-ft. maximum spacing) at a minimum of 3 evenly spaced radians. Support cage evenly on 3" concrete Bolsters.

11. Concrete Sled spacers and Bolsters shall be as manufactured by PIERESEARACH, 501 East Main

Street, Arlington, TX 76010, (800) 342-2409, Fax

(817) 275-2335.

12. Do not raise cage off of footing bottom during concrete placement.

13. Concrete and reinforcing in shafts shall be placed the same day as drilling.

14. Net allowable bearing pressure three feet into dark grey unweathered limestone is 30,000 psf.

15. Contractor shall include in bid documents the costs for casing if required (to be determined on job site by

Soils Engineer) and unit costs for greater and lesser depth of drilling.

DESIGN CRITERIA

1. Design Loads, structural analysis and proportioning of structural members is based upon the

1. International Building Code 2015 Edition and

a. ASCE 7-10:

b. Steel Deck Institute (SDI),

c. Design Manual for Composite Decks, Forms

Decks, Roof Decks, and Cellular Metal Floor

Deck with Electrical Distribution:

d. American Iron and Steel Institute (AISI), Cold-Formed Steel Design Manual: American

Institute of Steel Construction, Inc. (AISC), AISC

Steel Construction Manual, Fifteenth Edition;

(ASD); and

e. American Concrete Institute (ACI) Building Code

Requirements for Reinforced Concrete, ACI

318-14:

f. and Building Code Requirements for Masonry

Structures (ACI 530/ASCE 5/TMS 402-16.

3 Design Live Loads:

Roof 20 PSF

Elevated Floors 50 PSF

Mezzanine Floors 125 PSF

4. Design Snow Load 5

PSF

5. Design Wind Loads based on ASCE 7-10:

Wind Speed: 115 MPH

Wind Exposure: C

Importance Factor II

Sheet

Reference

Number:

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US Army Corps of Engineers

Fort Worth District

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FINAL

S-001 e e e e

AutoCAD SHX Text

TEXAS FIRM # 5366

AutoCAD SHX Text

HOUSTON, TEXAS 77036

AutoCAD SHX Text

6200 SAVOY DR. STE. 600

AutoCAD SHX Text 832.251.8200

AutoCAD SHX Text

REISSUED FOR READABILITY, AMD # 005

AutoCAD SHX Text 07/26/19

GENERAL NOTES

1. ENSURE FLOOR IS READY TO RECEIVE FINISHES

PER ADHESIVE MANUFACTURER'S

RECOMMENDATIONS BEFORE INSTALLING.

2. ENSURE ALL TRANSITIONS AT FLOOR FINISHES ARE

NO GREATER THAN 1/2"

3. CORNER GUARDS SHALL BE INSTALLED ON ALL

OUTSIDE CORNERS AND COLUMN WRAPS.

4. ALL EXTERIOR SURFACES TO RECEIVE PAINT -

COLOR TO MATCH EXIST.

ABBREVIATIONS

ACT ACOUSTICAL CEILING TILE

SCONC CONCRETE SEALER - CLEAR

CTW CERAMIC (OR PORCELAIN) TILE - WALL

CTB CERAMIC (OR PORCELAIN) TILE - BASE

CTF CERAMIC (OR PORCELAIN) TILE - FLOOR

EXP EXPOSED STRUCTURE

EXST EXIST STRUCTURE

PT PAINT

RB RUBBER BASE

VCT VINYL COMPOSITION TILE

CG VINYL CORNER GUARD

US Army Corps of Engineers ®

SHEET ID

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JUNE 14, 2019

FINISH SCHEDULE

WT ROOM NAME FLOOR

WALL FINISH BASE FINISH FLOOR CEILING

NOTES & REMARKS (SEE NOTES)NORTH EAST SOUTH WEST NORTH EAST SOUTH WEST MAT. MAT. HEIGHT

101 CORRIDOR FIN FLR 1ST PT PT PT PT RB RB RB RB SCONC ACT 9' - 0"

102 ADMIN SHOP CONTROL FIN FLR 1ST PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

103 OFFICE 1 FIN FLR 1ST PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

104 OFFICE 2 FIN FLR 1ST PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

105 COMM 1 FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXST -

106 ELEC FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXST -

107 MECH FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXST -

108 TOOL ROOM FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXST -

109 NON-SENS SECURE

STOR

FIN FLR 1ST PT PT PT PT RB RB RB RB SCONC PT. EXST -

110 JAN FIN FLR 1ST PT PT PT PT/CTW RB RB RB RB SCONC PT. GWB 9' - 0"

111 WOMENS FIN FLR 1ST PT PT PT PT/CTW CTB CTB CTB CTB CTF PT. GWB 9' - 0"

112 MENS FIN FLR 1ST PT PT/CTW PT PT/CTW CTB CTB CTB CTB CTF PT. GWB 9' - 0"

113 BREAK / TRAINING FIN FLR 1ST PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

114 FLUID DISTR FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXST -

115 COMBAT SPARES FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXP -

116 CONSOLIDATED BENCH

REPAIR

FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXP -

117 MAINTENANCE AREA FIN FLR 1ST PT - PT - - - - - SCONC - - PAINT ALL PREVIOUSLY PAINTED SURFACES

118 REPAIR AREA FIN FLR 1ST - PT - PT - - - - SCONC - - PAINT ALL PREVIOUSLY PAINTED SURFACES

119 ARMS VAULT FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXP -

120 COMSEC VAULT FIN FLR 1ST PT PT PT PT - - - - SCONC PT. EXP -

201 CORRIDOR FIN FLR 2ND PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

202 COMM 2 FIN FLR 2ND PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

203 UNASSIGNED FIN FLR 2ND PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

204 TRAINING ROOM FIN FLR 2ND PT PT PT PT RB RB RB RB VCT ACT 9' - 0"

M A

R K

D E

S C

N D

A T

SEALED CONCRETE SCONC SHERWIN WILLIAMS - - CLEAR

WALL PROTECTION CG - - - - - TO MATCH PT1

CEILING TILE ACT ARMSTRONG FISSURED - WHITE 24" x 24"

SOLID SURFACE SS SILESTONE 2CM - NOKA - COUNTERTOP/WINDOW STOOLS

PLAM PLAM ARBORITE - - W-461 - BASE / UPPER CABINETS

PT SHERWIN WILLAMS - - SW7504 KEYSTONE GRAY -

PAINTED METALS INCLUDING HOLLOW METAL

DOORS AND FRAMES

PAINT

PT SHERWIN WILLIAMS - - SW7012 CREAMY - -

GROUT GT MERKRETE - O0030 SILVER - -

CERAMIC TILE WALL CTW DALTILE

MODERN

DIMENSIONS

MATTE ARCHITECTURAL GRAY 0709 4 1/4" X 4 1/4" WALL TILE FIELD

CERAMIC TILE FLOOR CTF DALTILE VOLUME 1.0 - VL72 6" X6" 6' X 12' COVE BASE/BULLNOSE TRIM

FLOORING VCT ARMSTRONG EXCELON 51911 CLASSIC WHITE 12" X 12" -

BASE RB ROPPE - COVE FIG 4" -

FINISH FINISH CODE MANUFACTURER COLLECTION STYLE / NUMBER COLOR SIZE NOTES

FINISH COLOR SCHEDULE

A D

D E

D C

O L O

R F

H S

C H

E D

N O

T E

S A

M D

SAN

S A

H E

L L

H E

V E

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

G A

A S

E = 3094955.7

N = 10389712.3

E = 3094940.3

N = 10389714.2

E = 3094906.4

N = 10389534.5

E = 3094963.8

N = 10389440.6

E = 3094880.5

N = 10389748.1

E = 3094959.1

N = 10389741.9

E = 3094990.1

N = 10389682.6

E = 3094965.9

N = 10389711.0

G A

A S

K e n a l l

C o n s u l t i n g

E n g i n e e r s

I n c

T e x a s

R e g i s t e r e d

E n g i n e e r i n g

F i r m

F e e s e a n d

N i c h o l s

I n c x a s

R e g i s t e r e d

E n g i n e e r i n g

F i

C-101

K E

N A

L L

R E

E S

I C

H O

L S

H O

U S

T O

E X

A S

D E

M O

L I T

I O

L A

F O

E X

A S

D E

S I G

E M

E N

O V

A T

I O

N S

T E

S O

L I C

I T

A T

I O

D E

S I G

N E

D E

S C

R I P

T I O

M A

R K

S I Z

S U

B M

I T

T E

D A

T E

C O

N T

R A

C H

E C

K E

D R

A W

I S

S U

A T

SHEET ID

2 3 4 5 6 7 8 9 10

US Army Corps of Engineers

U S

R M

O R

N G

I N

E E

R S

J U

L b

100 PCT DESIGN

F W

S b b b b b b b d d

2 d d d d d d d d d d b b b b b b b b b b b b b b d d d d d d d d d d d d d d d d d d d d d d d d b d d d d b b d d d

0 30'

60' d d d

JUL 24, 2019

AutoCAD SHX Text

CORRECTED TO COORDINATE WITH PLUMBING, AMD #002

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%%UDEMOLITION NOTES

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REMOVE FIRE LANE STRIPING

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DEMO EX PAVEMENT TO INSTALL

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NEW WATER LINE, 3 FT WIDE BY 55 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW SEWER LINE, 4 FT WIDE BY 270 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO REMOVE

AutoCAD SHX Text

EX UG ELECTRIC LINE, 3 FT WIDE BY 70 LF

AutoCAD SHX Text

ABANDON EXISTING SSMH MANHOLE PER AMERICAN WATER

AutoCAD SHX Text

CAP AT THE ENDS OF EACH SEWER LINE

AutoCAD SHX Text

AND ABANDON PER AMERICAN WATER

AutoCAD SHX Text

CAP AT THE ENDS OF WATER LINE

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AND ABANDON WATER LINE PER AMERICAN WATER.

AutoCAD SHX Text

REMOVE EXISTING PIV

AutoCAD SHX Text

RETAIN EX 2 IN DOMESTIC SERVICE.

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DEMO EX PAVEMENT TO INSTALL

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NEW GAS LINE, 2 FT WIDE BY 315 LF

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CAP AT THE ENDS OF GAS LINE

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AND ABANDON GAS LINE.

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%%UADDITIONAL DEMOLITION NOTES FOR CONSTRUCTION OF

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RETAIN EX SANITARY SERVICE TO BLDG 26040.

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW OIL WATER LINE, 3 FT WIDE BY 25 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW SANITARY LINE, 3 FT WIDE BY 25 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW OIL WATER LINE, 3 FT WIDE BY 25 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW OIL WATER LINE, 4 FT WIDE BY 107 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW SANITARY LINE, 4 FT WIDE BY 75 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW OIL WATER LINE, 3 FT WIDE BY 25 LF

AutoCAD SHX Text

DEMO EX PAVEMENT TO INSTALL

AutoCAD SHX Text

NEW OIL WATER LINE, 4 FT WIDE BY 80 LF

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DEMO EX PAVEMENT IN NEW OWS AREA

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21 FEET LONG X 13 FEET WIDE

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WASTE LINES WITHIN 5 FT FROM BLDG, AMD # 004

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EX 4 IN GAS LINE

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EX 6 IN FIRE WATER SERVICE

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EX 1 IN

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GAS SERVICE

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%%UGENERAL NOTE

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%%UBLDG WASTE LINES

AutoCAD SHX Text

1) WIDTH AND DEPTH OF TRENCHES TO BE CONFIRMED IAW AMERICAN WATER

STANDARDS.

S A

H E

L L

H E

V E

B L D

P P

R O

B L D

G A

A S

S S

C O

E = 3094929.3

N = 10389688.2

E = 3094906.7

N = 10389534.9

E = 3094963.8

N = 10389440.6

E = 3094990.1

N = 10389682.6

E = 3094965.9

N = 10389711.0

A S

S A

S S

G A

F W

K e n a l l

C o n s u l t i n g

E n g i n e e r s

I n c

T e x a s

R e g i s t e r e d

E n g i n e e r i n g

F i e e s e a n d

N i c h o l s

I n c x a s

R e g i s t e r e d

E n g i n e e r i n g

F i

SCALE IN FEET

0 20'

40'

C-102

K E

N A

L L

R E

E S

H O

L S

H O

U S

T O

E X

A S

U T

I L I T

L A

F O

E X

A S

D E

S I G

E M

E N

O V

A T

I O

N S

T E

S O

L I C

I T

A T

I O

D E

S I G

N E

D E

S C

R I P

T I O

M A

R K

S I Z

S U

B M

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T E

D A

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C O

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R A

C H

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K E

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S U

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SHEET ID

2 3 4 5 6 7 8 9 10

US Army Corps of Engineers

U S

R M

O R

N G

I N

E E

R S

R R

D D

K F

N I

J U

L b

100 PCT DESIGN

F W

O W

S A

C-503

C-502

C-501

C-501 d d d d d b b b b d b b b b b b b b b b b d d d d d d d d d d d d d d d d

F W

E D

JUL 24, 2019

AutoCAD SHX Text

8 IN PVC C900 WATER PIPE

AutoCAD SHX Text

%%UWATER LINE CONSTRUCTION NOTES

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GATE VALVE

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8 IN PVC TEE AND 8 X 6 IN REDUCER

AutoCAD SHX Text

8 IN 90 DEGREE ELBOW

AutoCAD SHX Text

%%USEWER LINE CONSTRUCTION NOTES

AutoCAD SHX Text

NEW CLEANOUT AT CONNECTION WITH NEW

AutoCAD SHX Text

NEW SEWER LINE TO BE MIN 18 IN BELOW

AutoCAD SHX Text

NEW 6 IN PVC SEWER LINE

AutoCAD SHX Text

PLUMBING LINE, INV ELEV = 956.667 FEET

AutoCAD SHX Text

EX WATER LINE

AutoCAD SHX Text

NEW MANHOLE

AutoCAD SHX Text

INV ELEV = 953.557

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CONNECT TO EX SSMH

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APPROX INV TOP 951.357 FEET.

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APPROX INV BOTTOM 947.32 FEET.

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DROP CONNECTION IN MANHOLE.

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SEE SHEET C-503 FOR DETAIL

AutoCAD SHX Text

CORRECTED TO COORDINATE WITH PLUMBING, AMD #002

AutoCAD SHX Text

%%UGAS LINE CONSTRUCTION NOTES

AutoCAD SHX Text

4 IN PE 2708, SDR-11 GAS SERVICE

AutoCAD SHX Text

4 IN GAS SERVICE

AutoCAD SHX Text

REFER PLUMBING FOR CONTINUATION

AutoCAD SHX Text

REFER SECTION D-8, SHT C-302

AutoCAD SHX Text

MH 073-0262

AutoCAD SHX Text

CONNECT TO EX MH 073-0262

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RIM = 957.50; FL OUT 946.32

AutoCAD SHX Text

%%ULEGEND

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NEW DOUBLE CLEANOUT

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NEW CLEANOUT

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OIL WATER WASTE. REFER PLUMBING.

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SANITARY SEWER FROM BLDG. REFER PLUMBING

AutoCAD SHX Text

%%UBLDG WASTE LINE CONSTRUCTION NOTES

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%%UNEW PIV CONSTRUCTION NOTES

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NEW PIV, SEE SHT C501, DET D1

AutoCAD SHX Text

%%UGENERAL NOTES

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1) PROVIDE DOUBLE CLEANOUTS IN NEW SEWER

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AT FIVE FEET FROM ANY OUTSIDE DISCHARGE FROM THE

AutoCAD SHX Text

BUILDING AND FIVE FEET FROM DISCHARGE OF ANY OIL

AutoCAD SHX Text

WATER SEPARATORS, AT BENDS, AND EVERY 75 FEET.

AutoCAD SHX Text

2) MAINTAIN MIN 10 FEET SEPARATION OF THE SEWER

AutoCAD SHX Text

FROM EX BUILDINGS.

AutoCAD SHX Text

3) NEW 6 IN SEWER LINE SHALL HAVE 2%%% MIN SLOPE.

WASTE LINES WITHIN 5 FT FROM BLDG, AMD # 004

VARIES

10 IN HOT MIX ASPHALT

PRIME COAT

TACK COAT

12 IN MIN

EXISTING PAVEMENT

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

D E

P T

A R

I E

E F

H E

E T

NEW 6 IN SEWER LINE

6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

SAW CUT

PAVEMENT EDGE

EXISTING STONE BASE

NEW TRACER WIRE

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

SECONDARY BACKFILL COMPACTED TO

95% RELATIVE COMPACTION, ASTM D-1557

VARIES

10 IN PORTLAND CEMENT CONCRETE

12 IN MIN

EXISTING PAVEMENT

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

D E

P T

A R

I E

E F

H E

E T

NEW 6 IN SEWER LINE

6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

SAW CUT

PAVEMENT EDGE

EXISTING STONE BASE

NEW TRACER WIRE

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

SECONDARY BACKFILL COMPACTED TO

95% RELATIVE COMPACTION, ASTM D-1557

VARIES

SOD/SEED PER

SPECIFICATIONS

SECONDARY BACKFILL COMPACTED

TO 95% RELATIVE COMPACTION, ASTM D-15557

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

NEW 6 IN SEWER LINE

NEW TRACER WIRE

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

D E

P T

A R

I E

E F

H E

E T

6 IN HOT MIX ASPHALTIC CONCRETE

6 IN STABILIZED

AGGREGATE BASE COURSE

COMPACTED TO AT LEAST

95% RELATIVE DENSITY

6 IN SUBGRADE COMPACTED

TO 90% RELATIVE DENSITY

2 FT WIDE

10 IN PORTLAND CEMENT CONCRETE

12 IN MIN

EXISTING PAVEMENT

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION,

ASTM D-1557

NEW 4 INCH GAS LINE

6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

SAW CUT

PAVEMENT EDGE

EXISTING STONE BASE

NEW TRACER WIRE

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

SECONDARY BACKFILL COMPACTED TO

95% RELATIVE COMPACTION,

ASTM D-1557

S E

W E

L I N

N D

D W

L I N

E C

T I O

N S

TRENCH RESURFACING, AC PAVEMENT

SECTION

C-302

TRENCH RESURFACING, GRASSY AREA

SECTION

C-302

TRENCH RESURFACING, RCP AREA

SECTION

C-302

AC PAVEMENT RESTORATION

SECTION

C-302

NOT USED

C-302

K E

N A

L L

R E

E S

H O

L S

H O

U S

T O

E X

A S

F O

E X

A S

D E

S I G

E M

E N

O V

A T

I O

N S

T E

M F

S O

L I C

I T

A T

I O

D E

S I G

N E

D E

S C

R I P

T I O

M A

R K

S I Z

S U

B M

I T

T E

F N

D A

T E

C O

N T

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C H

E C

K E

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S U

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SHEET ID

2 3 4 5 6 7 8 9 10

J U

U S

R M

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I N

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R S

TRENCH RESURFACING, RCP AREA

GAS AND DWS LINE SECTION

C-302 b b b

US Army Corps of Engineers b

100% DESIGN

d d d

CORRECTED TO COORDINATE WITH PLUMBING, AMD #002

N I T

A R

E W

A I L S

C-502

MANHOLE DETAIL

MANHOLE VENT DETAILS MANHOLE FRAME AND

COVER DETAILS

C-503

100% DESIGN

K E

N A

L L

R E

E S

H O

L S

H O

U S

T O

E X

A S

F O

E X

A S

D E

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E M

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O V

A T

I O

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T E

US Army Corps of Engineers ®

SHEET ID

O R

N G

I N

E E

R S

D R

A W

D E

S I G

N E

S U

B M

I T

T E

N I

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F I

B E

1 2 3 4 5

Note:

1) CONTRACTOR SHALL COMPLY WITH ALL REQUIREMENTS OF AMERICAN WATER FOR FORT HOOD. REFER TO WEB SITE https://amwater.corp/corp/products-services/military-services/fort-hood

RIM ELEV =

961.5 FT

INV ELEV =

954.814 FT

REFER PLANS FOR

INVERT ELEV

d d d

COORDINATE WITH PLUMBING, AMD #004

US Army Corps of Engineers ®

SHEET ID

O R

N G

I N

E E

R S

D R

A W

D E

S I G

N E

S U

B M

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C H

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K E

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S I

F I

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S U

A T

J U

C O

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L I C

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A T

I O

F I

B E

1 2 3 4 5

F O

E X

A S

D E

S I G

E M

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O V

A T

I O

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T E

K E

N A

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H O

L S

H O

U S

T O

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A S

F O

T R

I C

S E

W E

L I N

E T

A I L S

C-503

NOT TO SCALE

SANITARY SEWER CLEANOUT

C-503

100% DESIGN

DROP CONNECTION INTO EX MANHOLE

C-503

NOTES:

1. REFER PLANS FOR ELEVATIONS OF INVERT AND RIMS

RIM ELEV = 958.72 FEET

INVERT@ 947.78 FEET

INVERT ELEV =947.78 FEET

d d d d d d d d d d d d

TEMF 26041 S001_Amd 5

Sheets and Views

S001-GeneralNotes

AMENDMENT 005 - 26041_07262019

Sheets

A-610 - FINISH PLAN AND SCHEDULE

TEMF26041 Amendment 4

C101

Sheets and Views

C101

Sheet 1

C102

Sheets and Views

C102

Sheet 1

C302

Sheets and Views

C-301

Sheet 1

C502

Sheets and Views

Sheet 1 ANSI 'D'

Sheet 1

C503

Sheets and Views

C-503

Sheet 1

File details come from the government source that posted it.