Drawing_13-24pages.pdf

62'-0"

204'-0"

8' -4"

17' - 4"

14'-9"

3'-9"

9'-5"

19' - 4"

23' - 6"

US Army Corps of Engineers ®

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CONCRETE PAD FOR HVU-1 THROUGH HVU-4, DIMENSIONS , 9' 10" X 3' 4" AREA

EQUIPMENT PAD KEYNOTES

CONCRETE PAD FOR CU-6 AND CU-7, DIMENSIONS , 3' 6" X 2' 0"AREA

CONCRETE PAD FOR DOAs 1 AND 2 DIMENSIONS , 5' 9" X11' 0" AREA

CONCRETE PAD FOR CU-1, CU-4, AND CU-5, DIMENSIONS , 4' 6" X 3' 10" AREA

CONCRETE PAD FOR CU-8 AMD CU-9, DIMENSIONS , 4' 7" X 9' 2" AREA

NEW CONC RAMP EXTENSION, 10 FT LONG W/FLARE ON ONE SIDE

DOOR RAMPS KEYNOTES

CUT EX CONC RAMP, REMOVE FLARE, AND PREPARE FOR EXTENSION

DEMOLISH EX CONCRETE RAMP

ADD FLARE TO CONCRETE RAMP

DEMOLISH EX RAMP TO PREPARE FOR NEW RAMP IN FRONT OF HIGH BAY DOOR

NEW CONCRETE RAMP, 10 FOOT LONG W/FLARES ON BOTH SIDES

BOLLARD IN FRONT OF MECHANICAL EQUIPMENT (TYP)

BOLLARD KEYNOTES

BOLLARD IN FRONT OF OVERHEAD DOOR (TYP)

NEW CONCRETE RAMP, 5 FOOT LONG W/FLARES ON BOTH SIDES

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SCALE: 1 IN = 15 FT

TEMF 26041, DOOR RAMPS AND EQUIPMENT PAD LAYOUT

STRUCTURAL DETAILS

1) REFER DETAIL 1, SHT S-002 FOR EQUIPMENT PAD STRUCTURAL

2) REFER DETAIL 2, SHT S-002 FOR CONCRETE RAMP STRUCTURAL

DEMO EX CONCRETE RAMP

LEGEND

EX CONCRETE

NEW CONCRETE, RAMP AND EQUIPMENT PAD

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VARIES

10 IN REINFORCED CONCRETE PAVEMENT

12 IN MIN

EXISTING PAVEMENT

COMPACTED BACKFILL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

F

T

I

M

N

NEW 8 IN FIRE WATER LINE

6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

SAW CUT

PAVEMENT EDGE

EXISTING STONE BASE

VARIES

SEED/SOD

12 IN MIN

EXISTING GRASSY AREA

COMPACTED BACKFILL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

F

T

N

NEW 8 IN FIRE WATER LINE

6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

EDGE OF NEW

SEED/SOD WORK

2 IN MIN CLR

10 IN PORTLAND CEMENT CONCRETE,

fc' = 5,000 psi

6 IN STABILIZED

AGGREGATE BASE COURSE

COMPACTED TO AT LEAST

95% RELATIVE DENSITY

6 IN SUBGRADE COMPACTED

TO 95% RELATIVE DENSITY

R

#4 REBAR, 12 IN O.C. E.W.

R

JOINT SEALANT, 0.5 IN WIDE

DEPTH IS 0.5 TO 0.75 IN DEEP

BUTT JOINT

I N d

I N

T d

DOWEL,

END IN NEW PAVEMENT OILED

NEW PAVEMENT

EX PAVEMENT

16 IN

DOWEL SPACING IS 12 IN

2 IN TYP

R

NOT TO SCALE

FIRE WATER TRENCH RESURFACING

SECTION

D2

C-301

C-301

95% DESIGN

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REINFORCED CONCRETE PAVEMENT SECTION

SECTION

D6

C-301

CONNECTION BETWEEN NEW AND EX PAVEMENT

SECTION

A6

C-301

D6

C301

A6

C301

FIRE WATER TRENCH RESURFACING

SECTION

A2

C-301

10 IN HOT MIX ASPHALT

PRIME COAT

TACK COAT

12 IN MIN

EXISTING PAVEMENT

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

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6 IN ABC COMPACTED TO 95% RELATIVE

COMPACTION ASTM D-1557

SAW CUT

PAVEMENT EDGE

EXISTING STONE BASE

NEW TRACER WIRE

N

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

SECONDARY BACKFILL COMPACTED TO

95% RELATIVE COMPACTION, ASTM D-1557

N

VARIES

10 IN PORTLAND CEMENT CONCRETE

12 IN MIN

EXISTING PAVEMENT

PEA GRAVEL

COMPACTED TO 95% RELATIVE COMPACTION, ASTM D-1557

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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

N

MARKING TAPE, 18 IN ABOVE PIPE

(COLOR/LABEL AS REQD)

SECONDARY BACKFILL COMPACTED TO

95% RELATIVE COMPACTION, ASTM D-1557

N

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)

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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

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TRENCH RESURFACING, AC PAVEMENT

SECTION

D1

C-302

TRENCH RESURFACING, GRASSY AREA

SECTION

A1

C-302

TRENCH RESURFACING, RCP AREA

SECTION

D4

C-302

AC PAVEMENT RESTORATION

SECTION

B4

C-302

NOT USED

NOT USED

C-302

95% DESIGN

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BELL OUTSIDE

DIAMETER

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A L L

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VARIES

VARIES

INSIDE DIAMETER

VARIES

GASKET

OUTSIDE DIAMETER

VARIES

6 IN MIN

N

N

WATER LINE

PORTLAND CEMENT CONCRETE

fc' =3000 psi

N

EX GRADE

BEARING LENGTH

B E

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W

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CONCRETE THRUST BLOCK

fc' = 3,000 psi

CONCRETE THRUST BLOCK

fc' = 3,000 psi

BEARING LENGTH

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W

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BEARING AREAS OF BLOCKS IN SQUARE FEET

FITTING SIZES TEE AND END 90 DEG BEND 45 DEG BEND

6 IN 3.60 5.40 2.50

8 IN 6.35 8.90 4.90

SOIL BEARING PRESSSURE

MULTIPLIERS

SOIL BEARING

PRESSURE (PSF)

MULTIPLIER

1045 (1) 2.00

1567 1.34

2089 1.00

3134 0.67

NOTE:

1) CONTRACTOR TO INSTALL THRUST BLOCK AT

DIMENSIONS NOTED FOR DESIGN BEARING

PRESSURE OF 1045 PSF.

NOT TO SCALE

F1

C-501

PVC C900 PIPE FITTINGS, 90 AND 45 ELBOWS

D1

C-501

BELL AND SPIGOT JOINT, PVC C900

C4

C-501

GATE VALVE

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95% DESIGN

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MANHOLE SHALL HAVE A

MINIMUM OF ONE PRECAST

CONCRETE ADJUSTING RING

FIRST SAFETY STEPS:

18 IN MAX DISTANCE BELOW

THE COVER

ECCENTRIC CONE

UNLESS OTHERWISE

SPECIFIED

PIPE CONNECTION TO

MANHOLE USE A SAND

COLLAR FOR SECTIONS

WITH KNOCKOUTS

CAST CHANNEL WITH 3000

PSI CONCRETE. WIDTH

AND DEPTH OF CHANNEL

MUST EQUAL THE LARGEST

PIPE DIA WITH A SLOPE OF 2%

MIN. CHANNEL WALLS MUST BE

VERTICAL

CAST IN PLACE CHANNEL

AND SHELF. SLOPE SHELF

SURFACE TO CHANNEL

AT APPROX 1 INCH PER FOOT

12 IN MIN DEPTH

COMPACTED

AGGREGATE BASE COURSE

M

I N

30 IN MIN

D E

P T

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P

A

N S

48 IN MIN

FL = 954.814 FEET

MANHOLE RING AND COVER SHALL

CONFORM TO DETAIL ON THIS SHT

INSTALL PRECAST

CONCRETE ADJUSTING

RINGS AS NECESSARY TO MATCH

FINAL GRADE

FIRST SAFETY STEP

18 IN MAX DISTANCE

BELOW THE COVER

EX PAVEMENT

NEW AC PAVEMENT,

6 IN

6 IN ABC

COMPACTED TO 95%

REL DENSITY

NEW MANHOLE

6 IN TYP

CONCRETE COLLAR

fc'=3,000 psi

MANHOLE RING AND COVER SHALL

CONFORM TO DETAIL ON THIS SHT

EX GROUND

CONCRETE COLLAR

fc'=3,000 psi

INSTALL PRECAST

CONCRETE ADJUSTING

RINGS AS NECESSARY TO

MATCH FINAL GRADE

FIRST SAFETY STEP

18 IN MAX DISTANCE

BELOW THE COVER

6 IN ABC

COMPACTED TO 95%

REL DENSITY

6 IN TYP

NEW MANHOLE

SEWER

1 IN DIAMETER

LIFT HOLE, 8.5 IN

FROM CENTER OF COVER

NON SKID INTEGRAL PATTERN

TO BE CAST ON TOP OF COVER

8 WEBS

IN THICK

A

A

SECTION A-A

MACHINED SEAT

AS NECESSARY

AS NECESSARY

AS NECESSARY

AS NECESSARY

I N

12 IN MIN

I N

8 IN MIN

#8 (1 IN DIA)

GALVANIZED

DEFORMED

REINFORCING BAR

I N

LADDER TO HANG

FROM

MANHOLE

SAFETY STEP

IN RADIUS

F

T

M

A X

#7 (7/8 IN DIA)

GALVANIZED

SMOOTH STEEL

BAR

6 IN

BEND TO FIT

L E

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R

E Q

D

Y P

IN

2 IN MIN EMBEDMENT

INTO

CONCRETE SHELF

S E

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A I L S

O

F

C-502

NOTES:

1. MANHOLE DEPTH SHALL CONFORM TO PROFILE SHEET.

2. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478 UNLESS OTHERWISE SHOWN ON PLANS OR

NOTED IN THE SPECIFICATIONS.

3. PRECAST BASES SHALL BE FURNISHED WITH KNOCKOUTS. KNOCKOUTS SHALL HAVE WALL THICKNESSES OF 2 IN MIN.

4. KNOCKOUT HOLES SHALL EQUAL THE PIPE OUTSIDE DIAMETER PLUS MANHOLE WALL THICKNESS.

5. GROUT ALL JOINTS INSIDE, OUTSIDE AND IN BETWEEN TO ACHIEVE WATERTIGHT CONSTRUCTION. FINISH SMOOTH OR

INSIDE OF STRUCTURE. USE NON-SHRINK GROUT ONLY.

NOTES:

1.

IN OF NON-SHRINK GROUT SHALL BE PLACED BETWEEN EACH LEVEL OF ADJUSTING RINGS, INCLUDING THE TOP

OF THE CONE SECTION AND BOTTOM OF THE IRON RING.

2. GROUT INSIDE AND OUTSIDE OF THE MANHOLE NECK TO ACHIEVE WATERTIGHT CONSTRUCTION. FINISH SMOOTH

INSIDE OF THE NECK. USE NON-SHRINK GROUT ONLY.

3. PRECAST ADJUSTING RINGS MUST BE CAST WITH GROOVES TO ALLOW FIELD INSTALLATION OF SAFETY STEPS.

4. SAFETY STEPS SHALL BE ADDED AS NEEDED.

NOTES:

1. COVER SHALL HAVE 3 IN SEWER CAST IN RAISED LETTERS.

2. RING AND COVER SHALL BE RATED HS-20.

3. RING AND COVER MATERIAL IS DUCTILE IRON, ASTM A536 OR

CAST IRON, ASTM A-30 - CLASS 25.

4. DUCTILE IRON OR CAST IRON COVER SHALL HAVE A MINIMUM

WEIGHT OF 150 LBS.

5. DUCTILE IRON OR CAST IRON RING SHALL HAVE A MNIMUM

WEIGHT OF 210 LBS.

NOTES:

1. DEFORMED REINFORCING BAR SHALL CONFORM TO

ASTM A-615.

2. GALVANIZED METAL PARTS SHALL CONFORM TO

ASTM A-123.

MANHOLE DETAIL

MANHOLE TOP CONE DETAILS

MANHOLE FRAME AND

COVER DETAILS

A7

C-502

MANHOLE LADDER

DETAILS

A1

C-502

A3

C-502

A8

C-502

95% DESIGN

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D

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A

RIM 961.5 FT APPROX

NOT USED

FINISH GRADE

COUNTERSUNK PLUG

15" SQUARE CONC.

SLAB 6" THICK

6"x6" WYE

6" PLUG

6" PVC PIPE

CLEANOUT TO GRADE

22.5 DEG BEND

N.T.S.

MANHOLE SHALL HAVE A

MINIMUM OF ONE PRECAST

CONCRETE ADJUSTING RING

FIRST SAFETY STEPS:

18 IN MAX DISTANCE BELOW

THE COVER

ECCENTRIC CONE

UNLESS OTHERWISE

SPECIFIED

CAST CHANNEL WITH 3000

PSI CONCRETE. WIDTH

AND DEPTH OF CHANNEL

MUST EQUAL THE LARGEST

PIPE DIA WITH A SLOPE OF 2%

MIN. CHANNEL WALLS MUST BE

VERTICAL

CAST IN PLACE CHANNEL

AND SHELF. SLOPE SHELF

SURFACE TO CHANNEL

AT APPROX 1 INCH PER FOOT

12 IN MIN DEPTH

COMPACTED

AGGREGATE BASE COURSE

M

I N

30 IN MIN

D E

P T

H

P

A

N S

48 IN MIN

FL = 947.28 FEET

INVERT @ 947.78 FEET

INVERT @ 953.68 FEET

CONCRETE STACK TO

TERMINATE AT

SPRING LINE OF PIPE;

WIDTH = 2 FFET

WYE

45 DEG BEND

90 DEG BEND

SET SHORT PIECE OF

PIPE AT LESS THAN

10% SLOPE

30 IN MAX

P

I

O

P

E

RIM ELEV = 958.72 FEET

US Army Corps of Engineers ®

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C-503

NOT TO SCALE

SANITARY SEWER CLEANOUT

B1

C-503

95% DESIGN

DROP CONNECTION INTO NEW MANHOLE

B3

C-503

NOTES:

1. MANHOLE DEPTH SHALL CONFORM TO PLAN SHEET.

2. MANHOLE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478 UNLESS OTHERWISE SHOWN ON PLANS OR

NOTED IN THE SPECIFICATIONS.

3. PRECAST BASES SHALL BE FURNISHED WITH KNOCKOUTS. KNOCKOUTS SHALL HAVE WALL THICKNESSES OF 2 IN MIN.

4. KNOCKOUT HOLES SHALL EQUAL THE PIPE OUTSIDE DIAMETER PLUS MANHOLE WALL THICKNESS.

5. GROUT ALL JOINTS INSIDE, OUTSIDE AND IN BETWEEN TO ACHIEVE WATERTIGHT CONSTRUCTION. FINISH SMOOTH OR

INSIDE OF STRUCTURE. USE NON-SHRINK GROUT ONLY.

6. REFER SHEET C-503 FOR MANHOLE TOP CONE, MANHOLE FRAME AND LADDER DETAILS

AutoCAD SHX Text 2"

24 FOOT GATE OPENING

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C-505

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 DESIGNED

BY THE ENGINEER OF RECORD 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.

METAL DECK

1. Floor deck shall be 0.6C 24 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.

Sheet

Reference

Number:

ofSheet

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S-001

GENERAL NOTES

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.

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

a. International Building Code 2015 Edition and

b. ASCE 7-10:

c. Steel Deck Institute (SDI),

d. Design Manual for Composite Decks, Forms Decks, Roof Decks, and Cellular Metal Floor Deck with Electrical Distribution:

e. 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

f. American Concrete Institute (ACI) Building Code Requirements for Reinforced Concrete, ACI 318-14:

g. 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

MASONRY WALL REINFORCING NOTES

TYPICAL MASONRY WALL REINFORCING DIAGRAM

TYPICAL BAR SPLICE DETAIL

TYPICAL CORNER REINF.

AT 8" CMU BEARING WALL

TYPICAL REBAR POSITIONER

TYPICAL REINF. AT MASONRY CONTROL JOINTS

TYPICAL RIGID ANCHOR

TYPICAL BOND BEAM\LINTEL STEP

TYPICAL MASONRY CONTROL JOINT ADJACENT TO OPENING

TYPICAL MASONRY CONTROL JOINT ELEVATION AT BOND BEAM

TYPICAL INTERSECTION REINF.

AT 8" CMU BEARING WALL

TYPICAL INTERSECTION REINF.

AT 8" CMU BOND BEAM

TYPICAL 8" CMU AT 8" C.I.P WALL

CMU LINTEL SCHEDULE

MASONRY LINTEL NOTES:

CLEARWALL

THICKNESS SPAN

BOTTOM TOPLINTEL

REINFORCINGDEPTH REINFORCING

STEEL VENEER LINTEL

WHERE APPLICABLE

F OR INTERIOR WALLS

TYPICAL JOIST BEARING DETAIL

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US Army Corps of Engineers

Fort Worth District

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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 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

S

U B

M I T

T A

L

S

E T

S T

R U

C T

U R

A L

G

E N

R A

L

N

O T

E S

B U

I L D

I N

G

S-002

B C D E F G.9 JG.7

1.11.1

F.5 H

2.3

2.5

3.5

4.4

4.7

3.7

F.7 F.9

1.2

4.3

A BA.8A.2

GA

B C D E F G.9 JG.7

1.11.1

F.5 H

2.3

2.5

3.5

4.4

4.7

3.7

F.7 F.9

1.2

4.3

A BA.8A.2

G

20'-0" 1'-4"

21'-4"

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

32'-0"89'-4"61'-4"

28'-0"16'-0"24'-0"24'-0"24'-0"62'-0"8"

1'-4"

8'-0"

5 3/4"

3'-6"

5 3/4"

8'-0"

5 3/4"

5 3/4"

8" 20'-4" 20'-0" 20'-4" 8"

62'-0"

P

I T

V

E R

I F

Y

10'-4"

EXISTING CONSTRUCTION

TO REMAIN

NEW CONCRETE MASONRY (CMU)

PARTITION

NEW 8" C.I.P CONCRETE WALL

LEGEND

X

Y

X = PIER DIAMETER (INCHES)

Y = PIER DEPTH (FEET)

DEMO SLAB TO BE REPLACE

REF. FLOOR CONSTRUCTION

NOTE

VERTICAL WALL BRACE

(REF. A/S-102)

STD. 8"Øx9'-3" PIPE (BALLARD)

IN 24"Øx4'-0" FOOTING)

REF. B1 & B2 S-202

VWB =

V W

B

V W

B

V W

B

V W

B

5'-0" 5'-0"11'-8" 19'-8" 20'-8"

5'-0" 20'-2" 18'-0"

5'-0" 16'-11" 15'-7"

5'-3"

EXIST'G FRAME

TO BE REMOVED

EXIST'G FRAME

TO BE REMOVED

FLOOR CONSTRUCTION

TOP OF FOUNDATION SLAB = 0'-0" A.F.F.

7"

3'-6"

2'-7" 2'-5"

7"

2'-7"2'-5"

1/S-202

1/S-202 a

S

S

1/S-201

S

6'-0"

#5 HAIR PEN 12"LG.

8'-0" LEG. (TYPICAL

AT NEW VERTICAL

FRAME MEMBER)

S

S

6/S-201

SIM

S

S I M

TYPICAL SLAB FLOOR:

8" CAST-IN-PLACE SLAB WITH #5 @ 12"o.c.

TOP & BOTTOM, EACH WAY.

EXTERIOR STAIR SLAB:

6" CAST-IN-PLACE SLAB WITH #5 @ 12"o.c.

EACH WAY, CENTERED IN SLAB.

6'-0"

5/S-201

GB-36GB-35 GB-37 GB-38

G B

G B

GB-45 GB-46 GB-47 GB-48 GB-49

GB-60 GB-61 GB-62GB-59GB-58

GB-66GB-65GB-64GB-63

G B

GB-45 GB-44

= EXISTING PIER

= EXISTING GRADE BEAM

S

3/S-202

6/S-201 b

S

S

6a/S-201

7a/S-201

7b/S-201 b

S a

S

2/S-202

S c S c S

5/S-201

S

S

NEW 8" C.I.P. SLAB

NEW 8" C.I.P. SLAB

THK. x L x W ,IN.

TYPICAL BASE P

TYPE COL. SIZE

COLUMN / FOOTING SCHEDULE

HSS 3x3x1/4

3/4"x10"x10" (4) 3/4"Ø x 12"

NO. ANCHOR BOLT

L

DIA. x EMBED.

ANCHOR BOLT

TYPE

A307

A307

A3073/4"x11"x11"

(4) 3/4"Ø x 16"

(4) 3/4"Ø x 18" 3/4"x12"x12"

A307

(4) 3/4"Ø x 8"

3/4"x9"x9"

W10x68

HSS 6x6x9/16

4" STD. PIPE

A/S-101

NEW BUILDING FRAME

TO BE ADDED ON

GRIDLINE F.5 ONLY

NEW BUILDING FRAME

TO BE ADDED ON

GRIDLINE F.5 ONLY

SIM

SIM

6/S-201

SIM

6/S-201

S L

O P

E

S

L O

6c/S-201

40'-0" (PIT OPENING)

10'-4"

REF. SHEET S-401

S-101

S T

R U

C T

U R

A L

F

O U

N D

A T

I O

N

B U

I L D

I N

G

Sheet

Reference

Number:

ofSheet

A

B

C

D a t e

A p p r o v a l D e s c r i p t i o n S y m b o l

P l o t

S c a l e

D a t e

F i l e n a m e

D a t

D r a

S C

R e v i e w e d

B y

S u b m i t t e d

B y

K e n a l l F

N I

C h e c k e d

B y

D R

W

P l o t

D a t e

D e s i g n e d

B y

D R

W

S o l i c i t a t i o n

N o

US Army Corps of Engineers

Fort Worth District

D E

S I G

N

O

F

T

E M

F

R

E N

O V

A T

I O

N S

F O

O

D

T

E X

A S

B L

P r o j e c t

N o

W

G

D

R E

V I S

I O

N S

In te rn at io na l P la za

Su ite

Fo rt

W or th , T ex as

-4

Ph on e

7)

-7

Fa x

7)

-7

N O

T

F

N

S T

R U

C T

I O

N

T H

C

U M

E N

T

L E

A S

E

P U

R P

O S

E

O

F

I N

T E

R

V

I E

W

U

N D

E

A U

T H

O R

I T

Y

O

F

D

A Y

A

D

A Y

A N

D A

N D

A

P

E

T E

X A

S

N

O

D

A T

E

B

E

U

S E

D

F

N

S T

R U

C T

I O

N

B I D

D I N

G

O

R

P

E R

M

R

P O

S E

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 e e s e a n d

N i c h o l s

I n 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

S

U B

M I T

T A

L

S

E T

FOUNDATION PLAN - OVERALL

0 4 8 16

3/32" = 1'-0" (24"x36") 3/64" = 1'-0" (11"x17")

SCALE:

NEW BUILDING FRAME

TO BE ADDED ON

GRIDLINE F.5 ONLY

S

V W

B

1'-0"

1'-0"

#5 HAIR PEN 12"LG.

8'-0" LEG. (TYPICAL

AT NEW VERTICAL

FRAME MEMBER)

ENLARGERD PLAN

A

TYPICAL PIER DETAIL

SS1

SS1

S S

S S

S S

S S

S S

SS1

SS1

S S

S S

S S

S S

S S

A

B C D E F G.9 JG.7

1.11.1

F.5 H

2.3

2.5

3.5

4.4

4.7

3.7

F.7 F.9

1.2

4.3

A BA.8A.2

G

20'-0" 1'-4"

21'-4"

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

32'-0"89'-4"61'-4"

28'-0"16'-0"24'-0"24'-0"24'-0"62'-0"8"

1'-4"

EXISTING CONSTRUCTION

TO REMAIN

NEW CONCRETE MASONRY (CMU)

PARTITION

NEW 8" C.I.P CONCRETE WALL

C10x15.3 STAIR STRINGER

VERTICAL WALL BRACE

LEGEND

FLOOR CONSTRUCTION

3" (TOTAL DEPTH CONCRETE SLAB

REINFORCED WITH 6x6-W2.9xW2.9

WELDED WIRE FABRIC IN FLAT

SHEETS (LAPPED 8" AT SPLICES)

CENTERED IN SLAB OVER 0.6C 24 GA

METAL DECK (REF. GENERAL NOTES

FOR ADDITIONAL INFORMATION.)

TOP OF 2nd FLOOR SLAB = 12'-0" A.F.F.

SS1 =

V W

B

V W

B

V W

B

V W

B

S

8" 20'-4" 20'-0" 20'-4" 8"

62'-0"

W18x55

16'-8" 19'-0" 26'-4"

12K1@24"o..c.12K1@24"o..c.

8" CONCRETE SLAB

W16x26

S

W x

EXIST'G CRANE BEAM TO REMAIN PORTION OF EXIST'G CRANE BEAM TO REMOVED

EXIST'G FRAME

TO BE REMOVED

EXIST'G FRAME

TO BE REMOVED

NEW FRAME TO

BE ADDED

NEW FRAME TO

BE ADDED

12K1@24"o..c.12K1@24"o..c.

8" CONCRETE SLAB

S

S

VWB =

6/S-203

6/S-203

5/S-203

5/S-203

EXIST'G CRANE BEAM TO REMAIN

EXIST'G CRANE BEAM TO REMAIN

PORTION OF EXIST'G CRANE BEAM TO REMOVED

EXIST'G CRANE BEAM TO REMAIN

S

S

S

S

S

6a/S-203

6a/S-203

V E

R I F

Y

W

I

C

H L

D W

G

R

T I O

N

L O

C A

T I O

N S

ROOF BELOW

OPEN TO BELOW

OPEN TO BELOW

4.7

4.3

1.2

REF. PLAN

A1/S-102

A3/S-102

A2/S-102

Sheet

Reference

Number:

ofSheet

A

B

C

D a t e

A p p r o v a l D e s c r i p t i o n S y m b o l

P l o t

S c a l e

D a t e

F i l e n a m e

D a t

D r a

S C

R e v i e w e d

B y

S u b m i t t e d

B y

K e n a l l F

N I

C h e c k e d

B y

D R

W

P l o t

D a t e

D e s i g n e d

B y

D R

W

S o l i c i t a t i o n

N o

US Army Corps of Engineers

Fort Worth District

D E

S I G

N

O

F

T

E M

F

R

E N

O V

A T

I O

N S

F O

O

D

T

E X

A S

B L

P r o j e c t

N o

W

G

D

R E

V I S

I O

N S

In te rn at io na l P la za

Su ite

Fo rt

W or th , T ex as

-4

Ph on e

7)

-7

Fa x

7)

-7

N O

T

F

N

S T

R U

C T

I O

N

T H

C

U M

E N

T

L E

A S

E

P U

R P

O S

E

O

F

I N

T E

R

V

I E

W

U

N D

E

A U

T H

O R

I T

Y

O

F

D

A Y

A

D

A Y

A N

D A

N D

A

P

E

T E

X A

S

N

O

D

A T

E

B

E

U

S E

D

F

N

S T

R U

C T

I O

N

B I D

D I N

G

O

R

P

E R

M

R

P O

S E

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 e e s e a n d

N i c h o l s

I n 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

S

U B

M I T

T A

L

S

E T

S-102

S T

R U

C T

U R

A L

S

E C

O N

D

F

L O

O R

F R

A M

I N

G

B

U I L D

I N

G

2nd FLOOR FRAMING - OVERALL

0 4 8 16

3/32" = 1'-0" (24"x36") 3/64" = 1'-0" (11"x17")

SCALE: