11_-_BKTZ172003_Drawings_Package_1.pdf

FY2019

(PACKAGE 1)

240 West Bessemer St. Alcoa, TN. 37701 ph. 865.980.3500

SCALE: 1"=10'

REMOVE EXISTING ASPHALT

CONTRACTOR SHALL REMOVE EXISTING

CONCRETE SIDEWALK

SAW CUT AT NEAREST JOINT

LEGEND:

EXISTING CURB

EXISTING EDGE OF PAVEMENT

EXISTING R.O.W.

EXISTING MAJOR CONTOURS

EXISTING MINOR CONTOURS

EXISTING CHAIN LINK FENCE

EXISTING TRAFFIC SIGN

EXISTING POWER POLE

EXISTING GUY WIRE

EXISTING UNDERGROUND TELEPHONE LINE

EXISTING UNDERGROUND FIBER OPTIC LINE

EXISTING GAS LINE

EXISTING WATER LINE

EXISTING WATER VALVE

EXISTING FIRE HYDRANT

EXISTING WATER METER

EXISTING SANITARY SEWER LINE

EXISTING FORCE MAIN

EXISTING SANITARY MANHOLE

EXISTING DITCH

EXISTING STORM LINE

EXISTING CATCH BASIN

DEMOLITION LIMITS

(INCLUDING BASE STONE)

0 10 20 30

1. TOPOGRAPHIC INFORMATION TAKEN FROM SURVEY PERFORMED BY

C2RL ENGINEERS INC. ON APRIL 6, 2018.

2. LOCATION OF EXISTING ABOVE GROUND AND UNDERGROUND

UTILITIES AND STRUCTURES INDICATED ARE APPROXIMATE ONLY,

AND THOSE INDICATED ARE NOT NECESSARILY ALL WHICH MAY

EXIST ON THE PROJECT SITE. CONTRACTOR SHALL REQUEST

LOCATION OF ALL EXISTING UTILITIES FROM CONTRACTING

OFFICER'S REPRESENTATIVE (COR) PRIOR TO BEGINNING

CONSTRUCTION. CONTRACTOR SHALL ASSUME RESPONSIBILITY

FOR ANY DAMAGE TO THE UTILITY LINE, WHETHER SHOWN ON

CONSTRUCTION PLANS OR NOT. CONTRACTOR SHALL ALSO

CONTACT THE TENNESSEE ONE CALL CENTER AT 811 FOR LOCATION

OF ANY/ALL ELECTRICAL FACILITIES. THE PRIMARY ELECTRICAL

SERVICE ON BASED IS OWNED AND OPERATED BY NASHVILLE

ELECTRIC SERVICE.

3. CONTRACTOR SHALL REPAIR ALL DAMAGE TO FEATURES WHICH

ARE TO REMAIN AND ALL DEMOLITION PERFORMED IN EXCESS OF

THAT REQUIRED AT NO COST TO THE GOVERNMENT.

4. ALL DEMOLITION SHALL BE COMPLETED IN A NEAT AND WORKMAN

LIKE MANNER. SITE SHALL BE LEFT IN A SAFE AND ORDERLY

FASHION UPON COMPLETION OF DEMOLITION.

5. ALL DEMOLISHED MATERIAL SHALL BE DISPOSED OF OFF BASE IN

CONFORMANCE TO ALL LOCAL, STATE, AND FEDERAL REGULATIONS.

6. ANY/ALL DAMAGE OF EXISTING FEATURES INTENDED TO REMAIN

SHALL BE REPAIRED/REPLACED AS DIRECTED BY THE CONTRACTING

OFFICER.

NOTES:

REMOVE EXISTING 8" HDPE PIPE AND TWO (2) HEADWALLS

B720

FFE = 567.85'

EXISTING FIRE DEPARTMENT CONNECTION (FDC)

EXISTING UNDERGROUND POWER

EXISTING CLEANOUT

EXISTING CURB INLET

EXISTING STORM MANHOLE

EXISTING DOWNSPOUT

SAW CUT AND REMOVE EXISTING CURB

SAW CUT AND REMOVE EXISTING CURB

CONTRACTOR SHALL REMOVE EXISTING

CONCRETE SIDEWALK

SAW CUT AT NEAREST JOINT

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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1" = 10'

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568.85'

567.75'

567.85'

567.85'

568.75'

240 West Bessemer St. Alcoa, TN. 37701 ph. 865.980.3500

SCALE: 1"=10'

MH-2

T.C = 568.5'

INV. = 557.1'

AD-1

T.C = 566.7'

INV. = 555.6'

MH-1

T.C = 566.9'

INV. = 554.4'

AD-2

T.C = 566.7'

INV. =560.0'

AD-3

T.C = 567.6'

INV. =565.0'

CONTRACTOR SHALL PLUG EXISTING 30" INVERT

AND FILL EXISTING 30" RCP WITH FLOWABLE FILL

B720 SOC

FFE = 568.85'

TOS = 567.35'

NEW SITE CONCRETE

NEW CONTOURS

NEW STORM LINE

NEW CLEAN OUT

15" HDPE

NEW SPOT ELEVATION981.8'

INLET PROTECTION

0 10 20 30

AD-4

T.C = 567.6'

INV. =565.0'

8' W

1. TOPOGRAPHIC INFORMATION TAKEN FROM SURVEY PERFORMED BY

C2RL ENGINEERS INC. ON APRIL 6, 2018.

2. LOCATION OF EXISTING ABOVE GROUND AND UNDERGROUND

UTILITIES AND STRUCTURES INDICATED ARE APPROXIMATE ONLY,

AND THOSE INDICATED ARE NOT NECESSARILY ALL WHICH MAY

EXIST ON THE PROJECT SITE. CONTRACTOR SHALL REQUEST

LOCATION OF ALL EXISTING UTILITIES FROM CONTRACTING

OFFICER'S REPRESENTATIVE (COR) PRIOR TO BEGINNING

CONSTRUCTION. CONTRACTOR SHALL ASSUME RESPONSIBILITY

FOR ANY DAMAGE TO THE UTILITY LINE, WHETHER SHOWN ON

CONSTRUCTION PLANS OR NOT. CONTRACTOR SHALL ALSO

CONTACT THE TENNESSEE ONE CALL CENTER AT 811 FOR LOCATION

OF ANY/ALL ELECTRICAL FACILITIES. THE PRIMARY ELECTRICAL

SERVICE ON BASE IS OWNED AND OPERATED BY NASHVILLE

ELECTRIC SERVICE.

3. ONCE ALL EARTH DISTURBING ACTIVITIES HAVE BEEN COMPLETED,

ALL DISTURBED AREAS SHALL BE STABILIZED WITH SEED/STRAW.

D1

C-502

D1

C-502

D1

C-502

D1

C-503

D1

C-503

D1

C-503

D1

C-501

D4

C-503

D4

C-502

12" W

DUCTILE IRON WATER LINE

D1

C-504

D3

C-504

MECHANICAL PAD

(REFER TO MECHANICAL PLANS)

D5

C-501

CONCRETE ACCESS DRIVE

B1

C2.1

MECHANICAL PAD

(REFER TO MECHANICAL PLANS)

D5

C-501

12' W

STORM MANHOLE

AREA DRAIN

LEGEND:

EXISTING CURB

EXISTING EDGE OF PAVEMENT

EXISTING R.O.W.

EXISTING MAJOR CONTOURS

EXISTING MINOR CONTOURS

EXISTING CHAIN LINK FENCE

EXISTING TRAFFIC SIGN

EXISTING POWER POLE

EXISTING GUY WIRE

EXISTING UNDERGROUND TELEPHONE LINE

EXISTING UNDERGROUND FIBER OPTIC LINE

EXISTING GAS LINE

EXISTING WATER LINE

EXISTING WATER VALVE

EXISTING FIRE HYDRANT

EXISTING WATER METER

EXISTING SANITARY SEWER LINE

EXISTING FORCE MAIN

EXISTING SANITARY MANHOLE

EXISTING DITCH

EXISTING STORM LINE

EXISTING CATCH BASIN

EXISTING FIRE DEPARTMENT CONNECTION (FDC)

EXISTING UNDERGROUND POWER

EXISTING CLEANOUT

EXISTING CURB INLET

EXISTING STORM MANHOLE

EXISTING DOWNSPOUT

CONTRACTOR SHALL NEATLY

SAW CUT CURB AND LEAVE 2"

LIP. TAPER EACH SIDE, +6" TO 0"

CONTRACTOR SHALL ADJUST EXISTING

VALVE BOX LID OR REPLACE AS NEEDED

EXPANSION JOINT

E.J.

J

5' (TYP.)

5' (TYP.)

AD-4

T.C = 567.80'

INV. =565.80'

D1

C-503

DRAINAGE BASIN

D1

C-503

D1

C-502

B1

C-503

CONCRETE CURB WIPE DOWN

J

REMOVABLE BOLLARD AND STORAGE

(TYP. OF 2)

CONTRACTOR SHALL NEATLY

SAW CUT CURB AND LEAVE 2"

LIP. TAPER EACH SIDE, +6" TO 0"

CONCRETE CURB WIPE DOWN

REMOVABLE BOLLARD AND STORAGE

(TYP. OF 2)

B5

C-504

B5

C-504

REMOVABLE BOLLARD

B5

C-504

A1

C-502

A1

C-502

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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$PWPATH$PWURL 2/19/2019 2:28:07 PM702912-C-101.dwg

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NOT TO SCALE

INLET PROTECTION

1. STREAM GUARD INLET PROTECTION TO BE USED AT ALL GRATES AS DESIGNATED ON SITE LAYOUT

PLAN. ALTERNATE COR APPROVED INLET PROTECTION MAY BE USED FOR EXISTING TRENCH

GRATES.

2. CONTRACTOR SHALL USE STREAM GUARD INLET PROTECTION ONLY AFTER STORM GRATE HAS

BEEN INSTALLED AND SURROUNDING AREAS ARE GRADED TO ALLOW RUNOFF TO ENTER BOX

THROUGH GRATE.

3. CONTRACTOR SHALL REMOVE SILT AFTER EACH RAINFALL EVENT OF 0.5 INCHES OR GREATER, AND AT LEAST EVERY SEVEN (7) DAYS.

D3

SILICONE SEALANT

B1

SITE CONCRETE

W

W

CONTRACTION JOINT

SECTION

x x x x x x x x x x x x x x x x

6" CONCRETE SLAB

6" MINERAL

AGGREGATE BASE

12" (TYP.)

6"x6" W2.9xW2.9 WWF

AS SHOWN ON PLANS

GRADE

T

Y P

B O

D

E S

1.5% MAX. CROSS SLOPE

COMPACTED SUBGRADE

TURN DOWN SECTION AT INTERFACE WITH EXISTING PAVEMENT

12"

EXISTING ASPHALT

PAVEMENT

SEE SECTION FOR DETAILS

x x

TURN DOWN WOVEN

WIRE FABRIC

x x x x x x x x x x x x x x x x x

6"x6" W2.9xW2.9 WWF

6" MINERAL

AGGREGATE BASE

TYPICAL SECTION FOR NEW SIDEWALK

NEXT TO NEW BUILDING

x x x x x

BUILDING WALL

OR COLUMN

" EXPANSION JOINT. TOP

" OF

THE JOINT SHALL BE FILLED WITH

WEATHER TIGHT SILICON

SEALANT, SEE NOTES THIS SHEET.

NEW SIDEWALK. SLOPE

AWAY FROM BUILDING.

5'

6" MINERAL

AGGREGATE BASE

x x x x x x x x x x x x x x x x

6" MINERAL AGGREGATE BASE

6" CONCRETE SLAB

12"

6"x6" W2.9xW2.9 WWF

D5

CONCRETE PAD FOR MECHANICAL UNITS

BROOM FINISH

x x x x x x x x x x x x x x x x

6" MINERAL

AGGREGATE BASE

6" CONCRETE SLAB

6"x6" W2.9xW2.9 WWF

1/2" EXPANSION

JOINT AT EACH

BUILDING FACE

NOTE:

CONTRACTOR SHALL TAKE CARE NOT TO CLOG

MASONRY WEEPS WITH CONCRETE.

SILICONE SEALANT SHALL BE SELF LEVELING, NON-ACID CURING, AND MEET THE FOLLOWING REQUIREMENTS:

TEST TEST METHOD REQUIREMENTS

WEIGHT LOSS ASTM C792 MODIFIED (SEE NOTE 1 BELOW) 10 PERCENT MAX.

FLOW ASTM C639 (TYPE I) SMOOTH AND LEVEL

EXTRUSION RATE ASTM C603 30 SEC. MAX.

TACK FREE TIME ASTM C679 5 HOURS MAX.

HARDNESS (SHORE ASTM C661 30 - 80

00) (SEE NOTE 2 BELOW)

TENSILE STRESS AT ASTM D412 (DIE C) 207 KPA MAX. 30 PSI MAX.

150 PERCENT ELONGATION (SEE

NOTE 2 BELOW)

PERCENT ELONGATION ASTM D412 (DIE C) 700 MIN.

(SEE NOTE 2 BELOW)

ACCELERATED WEATHERING ASTM C793 PASS 5000 HOURS

BOND AND MOVEMENT ASTM C719 PASS 10 CYCLES AT PLUS 50 PERCENT

MOVEMENT

(NO ADHESION OR COHESION FAILURE)

CAPABILITY

FLAME RESISTANCE FS SS-S-200 PASS

NOTES:

1. PERCENT WEIGHT LOSS OF WET (UNCURED) SAMPLE AFTER PLACING IN FORCED-DRAFT OVEN MAINTAINED AT 70 DEGREES PLUS

2 DEGREES C 158 DEGREES

1 DEGREES F FOR TWO HOURS.

2. SPECIMEN CURED 21 DAYS AT 23 DEGREES C PLUS 2 DEGREES C 73 DEGREES PLUS 1 DEGREE F AND 50 PERCENT PLUS 5

PERCENT HUMIDITY.

ACCELERATED WEATHERING FACTORY TEST REPORT. FOR THE ACCELERATED WEATHERING TEST, IN LIEU OF TESTING OF

ACTUAL JOINT SEALANT TO

BE USED ON THE PROJECT, A REPORT OF A FACTORY TEST, PERFORMED WITHIN TWO YEARS OF CONTRACT AWARD, MAY BE

SUBMITTED.

SILICONE SEALANT

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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AREA DRAIN

SECTION A-A SECTION B-B

:1

MONOLITHIC

BASE SECTION

:1

VARIES

GROUT

EAST JORDAN IRON WORKS

V-4880-4 FRAME & GRATE

OR APPROVED EQUAL

DCBA

STRUCTURE

DIAM. OF

48" Ø 48"

60" Ø

72" Ø

84" Ø

96" Ø

120" Ø

60"

72"

84"

96"

120"

5"

6"

7"

8"

9"

11"

8"

8"

8"

9"

9"

10"

6"

8"

8"

8"

8"

12"

8"

(MIN.)

C

D

B

SET STRUCTURE ON

8" OF #57 STONE

6"

FINISHED GRADE

HDPERCP

DIAMETER

PIPE

15" 22"

18"

24"

30"

36"

48"

26"

34"

40"

48"

62"

22"

24"

32"

40"

46"

56"

60" 76" 70"

CUT-OUT HOLES FOR PIPE

NOTES

1. ALL PRECAST ELEMENTS TO MEET ASTM C478

f'c = 4,000 psi AT 28 DAYS

REINFORCING STEEL: ASTM A615, Fy = 60,000 psi

2. ADDITIONAL REINFORCING STEEL NECESSARY ABOVE THE CORED OR FORMED CUT-OUT

HOLES TO MAINTAIN THE INTEGRITY OF THE STRUCTURE DURING HANDLING.

3. THE CONTRACTOR SHALL PATCH ALL LIFTING DEVICE HOLES AND PLACE A MINIMUM OF 1"

OF COVER OVER THE HARDWARE OF THESE DEVICES ON BOTH TOP AND BOTTOM

SURFACES.

4. INVERT ELEVATIONS ARE TO BE ADJUSTED AS DIRECTED BY THE DRAINAGE PLAN SO AS

TO ACCOMMODATE INLET AND OUTLET PIPES.

5. ALL GRATES SHALL HAVE "DUMP NO WASTE, DRAINS TO STREAM" ENVIRONMENTAL

MESSAGE CAST INTO THE IRON.

PLAN VIEW

"B"

"A" "A"

"B"

OUTLET

PIPE

SLOPE

INLET

PIPE

" MIN.

GRATE &

FRAME

PORTLAND CEMENT GROUT

PORTLAND CEMENT GROUT

45° BEND

NYLOPLAST CLEAN OUT

END CAP (OR PVC EQUIVALENT)

FLOW

45° WYE OR REDUCING

WYE WHERE NECESSARY

FLOW FROM

ROOF LEADER

LATERAL CONNECTION DETAIL

45° BEND

FLOW

CLEANOUT DETAIL

45° WYE OR REDUCING

WYE WHERE NECESSARY

NOTE

ALL ROOF LEADER CONNECTION PIPING SHALL BE HDPE OR PVC.

DOWNSPOUT

DOWNSPOUT ADAPTER

45° BEND

FINISH GRADE

DRAIN PIPE

(SEE LAYOUT PLAN)

BUILDING FACE

45° BEND

D4

ROOF DRAIN CONNECTIONS

CURB TAPERS DOWN OVER 6'

6" CURB HEIGHT

x x x x x

0" CURB HEIGHT AT INTERFACE

NEW SIDEWALK SECTION SHOWN,

INTERFACE SURFACE VARIES DEPENDING

ON LOCATION. FOR NEW SIDEWALK SECTION

SEE DETAIL

B4 NOT USED

A1

CURB WIPE DOWN

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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A

DRAINAGE BASIN (NYLOPLAST)

D4

PIPE BEDDING (HDPE)

DUCTILE IRON FRAME

AND GRATE

INLET AND OUTLET

ADAPTERS AVAILABE

VARIABLE INVERT

HEIGHT

VARIES

VARIES BY

PIPE SIZE

6" MIN.

*(1)

*(1)

*(1) ADAPTERS CAN BE MOUNTED

ON ANY ANGLE 0° TO 359°

DUCTILE IRON

NYLOPLAST

NYLOPLAST DRAIN BASIN TYPE AREA DRAIN

OR EQUAL, AS MANUFACTURED BY

ADVANCE DRAINAGE SYSTEMS.

VARIOUS TYPES OF OUTLETS

WITH WATERTIGHT ADAPTERS

INVERT (SEE PLANS)

DUCTILE IRON

NYLOPLAST

GRATE FLUSH WITH

TOP OF SLAB

1. GRATE SHALL BE H-25 HEAVY DUTY RATING,

DUCTILE IRON.

2. MATERIALS SHALL CONFORM TO ASTM

A536 GRADE 70-50-05.

PIPE UNDER PAVEMENTPIPE UNDER SOIL

HAUNCHING, TO

SPRINGLINE OF PIPE

CONCRETE PAVEMENT SECTION

6", SEE NOTE 4.

HAUNCHING, TO

SPRINGLINE OF PIPE

12" - 24" 4"

30" - 60" 6"

PIPE DIAM. d (MIN.)

DEPTH OF BEDDING MATERIAL BELOW PIPE

BEDDING, SEE TABLE A

FOR DEPTH, d

COMPACTED

EARTH BACKFILL

BEDDING, SEE TABLE A

FOR DEPTH, d

12" MIN.

SEE NOTE 4

GROUND SURFACE

UNDISTURBED

EARTH

HDPE PIPE

HDPE PIPE

PAVEMENT SURFACE

TABLE A

FOUNDATION FOUNDATION

UNDISTURBED

EARTH

NOTES

1. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE

CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER

AND REPLACE WITH A FOUNDATION OF TDOT CLASS A, GRADING D

MATERIAL; AS AN ALTERNATIVE AND AT THE DISCRETION OF THE

ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A WOVEN

GEOTEXTILE FABRIC.

2. BEDDING: MATERIAL USED SHALL BE CRUSHED STONE MEETING THE

REQUIREMENTS OF TDOTSS, 1995, SECTION 903, GRADING SIZE #57 OR #67.

3. HAUNCHING AND INITIAL BACKFILL : MATERIAL USED SHALL BE CRUSHED

STONE MEETING THE REQUIREMENTS OF TDOTSS, 1995, SECTION 903,

GRADING SIZE #57 OR #67.

4. BACKFILL: MATERIAL USED SHALL BE CRUSHED STONE MEETING THE

REQUIREMENTS OF TDOTSS, 1995, SECTION 903, GRADING SIZE #57 OR #67.

4" 21"

6" 23"

8" 26"

10" 28"

MIN. TRENCH WIDTHPIPE DIAM.

TABLE B

A

VERTICAL SECTIONS

CONNECTION DETAIL

CEMENT MORTAR

ECCENTRIC SECTION NOT

REQUIRED FOR MANHOLE

DEPTHS LESS THAN 4'-0"

PROVIDE FLAT CONCRETE

LID INSTEAD.

GRADE RINGS

AS REQUIRED

PRECAST

CONCRETE

MANHOLE

SECTIONS

RISERS ADDED

AS REQUIRED

BY DEPTH

MANHOLE

STEPS

(SEE NOTES)

FORM GROUT TO

SLOPE INVERT TO

OUTLET PIPE

STEP NOTES

1. STEPS SHALL BE FABRICATED FROM ALUMINUM

ALLOY 6061, TG

2. MANHOLE STEPS SHALL BE CORROSION

RESISTANT, FREE FROM SHARP EDGES, BURRS,

OR OTHER PROJECTIONS WHICH MAY BE A

SAFETY HAZARD AND SHALL BE OF SUFFICIENT

STRENGTH TO HAVE A LIVE LOAD OF 300

POUNDS IMPOSED AT ANY POINT.

3. THE MINIMUM CLEAT WIDTH SHALL BE 10".

4. THE LEGS AND STRUTS SHALL BE OF

SUFFICIENT LENGTH FOR THE CLEAT TO

PROJECT A MAXIMUM CLEAR DISTANCE OF 4"

FROM THE WALL WHEN THE STEP IS SECURELY

IMBEDDED IN THE MANHOLE WALL.

5. THE TOP SURFACE OF THE CLEATS SHALL BE

DESIGNED TO PREVENT FOOT SLIPPAGE.

6. STEPS SHALL BE THE SAME SIZE, PROJECTION,

SPACING AND ALIGNMENT IN EACH STRUCTURE.

SECTION A

V

A

R

I

E

S

S

E

E

T

S

EAST JORDAN IRON WORKS 1045 FRAME

AND COVER OR APPROVED EQUAL. WITH

"DUMP NO WASTE DRAINS TO STREAM"

ENVIRONMENTAL MESSAGE.

CRUSHER RUN

STONE BASE

6'-4" SQ. CONC. PAD

6"

MIN.

CONCRETE PAD REQUIRED FOR

STRUCTURES GREATER THAN

12 FEET

6" MIN.

PRECAST

CONC. BASE

SECTION

C.I. MANHOLE FRAME

COMPRESSED

MASTIC GASKET

OR BED OF

PORTLAND CEM.

" DIA. STAINLESS STEEL

STUD, NUT, AND WASHER

EMBED IN "HILTI HSE 2411

EPOXY" OR EQUAL.

3" MIN.

2" (MIN.)

DRILL THRU ANY GRADE

RINGS INTO MH. TOP

MINIMUM 3" DEPTH.

CLEAN DUST FROM HOLE

BEFORE APPLYINGEPOXY.

CONCRETE M.H.

CONE TOP

PORTLAND CEMENT

MORTAR SEAL

B1

STORM WATER MANHOLE

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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THRUST BLOCKING

* INDICATES FITTINGS REQUIRING RESTRAINED JOINTS IN ADDITION

TO CONC. THRUST BLOCKING. SEE RESTRAINED JOINT SCHEDULE.

BLOCKING SCHEDULE BASED ON 200 PSI WATER PRESSURE, 2,000 PSF SOIL

BEARING PRESSURE & 1.25 SAFETY FACTOR.

42 35.0*32.5 35.0* 35.0*35.0*

18" MINIMUM-

10" & SMALLER

UNDISTURBED SOIL

PIPE

SIZE

4.02.0 7.5

6.0

7.5

10.0

12.5

16.5

20.0

34.5

35.0*

8.5

10.0

18.0

25.0

3.0

4.0

5.0

6.5

32.6

35.0*

35.0*

35.0*

11.5

15.0

20.0

24.56

22-1/2°

1.0

2.0

2.5

11-1/4°

1.0

1.5

1.5

45°

1.5

3.0

5.0

BENDS

14.5 10.0

14.5

19.5

25.5

32.0

35.0*

35.0*

35.0*

35.0*

35.0*

35.0*

35.0*

35.0*

21.5

28.0

35.0

35.0*

STD.

TEE

2.0

4.0

7.0

90°

2.5

5.5

10.0

TRENCH BOTTOM

UNDISTURBED SOIL

CONFINE LIMITS OF THRUST BLOCKING BETWEEN BELLS OF

FITTING TO BE RESTRAINED. NO CONCRETE SHALL COME

IN CONTACT WITH BELL OR JOINT OF RESTRAINED FITTING

AND CONNECTING PIPE.

CONCRETE

THRUST BLOCKING

D3

WATER LINE TRENCH

TYPICAL PAVEMENT DETAIL

+/- PIPE O.D. +12"

12"12"

#57 STONE

CONCRETE PAVEMENT

PIPE, SIZE AS

INDICATED

WATERLINE TRENCH DETAIL

(OUTSIDE OF PAVEMENT)

N.T.S.

EXISTING

GROUND

COMPACTED

SELECT EARTH

BACKFILL

PIPE, SIZE

AS

INDICATED

MIN

36"

MAX. TRENCH WIDTH

PIPE O.D. PLUS 2'

BACKFILL WITH #57

STONE CONSOLIDATED

TO CENTERLINE OF PIPE

BASE STONE

NOTE:

REFER TO DETAIL B1 ON SHEET

C-501 FOR CONCRETE SECTION

WATER MAIN

GATE VALVE-UP TO 10"

BUTTERFLY-12" & OVER

C.I. VALVE BOX

18' MIN.

LAYING

LENGTH

B3

WATER VALVE & VALVE BOX

B5

REMOVABLE BOLLARD

6"

GRADE

MAXIFORCE HEAVY

DUTY BASE, INSTALL PER

MFGR'S INSTRUCTIONS,

WITH PADLOCK PROVISIONS.

6"Ø PIPE (BOLLARD)

MAXI-FORCE MODEL

MR-RP-RS1-U

SAFETY YELLOW FINISH

(OR EQUAL)

4" BASE STONE

18"

NOTE:

REFER TO DETAIL 12 ON SHEET E-502 FOR

GROUNDING REQUIREMENTS.

FILENAME: PLOT DATE: PLOT TIME:$PLOTDATE $PLOTTIME

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BAR IS ONE INCH ON

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FILENAME: PLOT DATE: PLOT TIME:2/19/2019 12:08:00 PM

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BAR IS ONE INCH ON

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PROJ

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E E of pw://projectwise.ch2m.com:DEN003/Documents/702912&space;-&space;CHHDR-TNANG&space;B720&space;NASHVILLE/DESIGN/NASHVILLE&space;AIP&space;B720/ST/Dlv/702912-S-001$PWURL

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702912-S-001.dwg

702912

GENERAL

CONCRETE PROPERTIES

CONCRETE USE STRENGTH

COMPRESSIVE

MIN 28 DAY

PLACEMENT

SLUMP AT

RATIO

MAX W/C

REMARKS

ALL CONCRETE SHALL BE

UNLESS NOTED OTHERWISE, 0.50

INTERIOR SLABS ON GRADE

FOOTINGS AND STEM WALLS

CONDITIONS

EXPOSED TO FREEZE/THAW

EXTERIOR SLABS WHICH ARE

FOUNDATIONS, EXTERIOR WALLS,

EXTERIOR EQUIPMENT 0.45

6% ± 1.5%

AIR ENTRAINED TO

CONCRETE

CONCRETE STEEL REINFORCING

MASONRY

0.454000

0.455000

0.503000

MAX AIR ENTRAINED 3%

NO ADMIXTURE PERMITTED

AIR ENTRAINED TO 5% ± 1%

CONTRACTING OFFICER PRIOR TO PROCEEDING WITH WORK.

EXISTING CONDITIONS DIFFER FROM THOSE SHOWN IN CONTRACT DOCUMENTS, CONTACT

AND MEANS AND METHODS TO PREVENT DAMAGE TO EXISTING STRUCTURE TO REMAIN. IF

THE CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURE TO BE REMOVED 1.

DEMOLITION

BIDDING, SCHEDULING, AND CONSTRUCTION.

SPECIFICATIONS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS FOR THE PURPOSE OF 20.

HE WILL BE WORKING.

CONTRACTOR SHALL VISIT JOB SITE DURING BID PERIOD TO ASCERTAIN CONDITIONS UNDER WHICH 19.

SEAL OF A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF TENNESSEE.

ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE 18.

CONSTRUCTION.

SHALL BE THE LATEST EDITION AND/OR ADDENDUM AS OF DATE DRAWINGS ISSUED FOR

WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS 17.

TO ONGOING OPERATIONS.

SENSITIVE FACILITY, COORDINATE ALL WORK WITH THE CONTRACTING OFFICER TO AVOID DISRUPTION

INTERFERENCE WITH OPERATIONS. IF WORK OCCURS ADJACENT TO AN OPERATING VIBRATION

CONSTRUCTION WORK TO BE COORDINATED WITH CONTRACTING OFFICER SO AS TO MINIMIZE 16.

CONTRACTOR SHALL ADHERE TO ALL OSHA REQUIREMENTS.15.

OF CONSTRUCTION. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOADS.

STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD 14.

SAFELY PERFORM THE WORK.

METHODS, BRACING, SHORING, RIGGING, GUYS, SCAFFOLDING, FORMWORK, ETC. REQUIRED TO

CONTRACTOR TO SHALL BE RESPONSIBLE FOR ALL WORK RELATED TO CONSTRUCTION, ERECTION 13.

APPARENT CONTAMINATED OR HAZARDOUS MATERIALS ARE FOUND.

THESE LINES TO BE CARRIED OUT WITH EXTREME CAUTION. NOTIFY CONTRACTING OFFICER IF

EXCAVATING, AND ADVISE CONTRACTING OFFICER OF ANY VARIATIONS. ALL EXCAVATIONS NEAR

CONTRACTOR TO INVESTIGATE ACTUAL LOCATIONS OF UNDERGROUND LINES AND UTILITIES BEFORE 12.

LABORATORY TO PERFORM ALL INSPECTIONS, TESTS OR APPROVALS.

CONTRACTOR SHALL EMPLOY AND PAY FOR THE SERVICES OF AN INDEPENDENT TESTING 11.

SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE CONTRACTING OFFICER.

RELATED WORK. STRUCTURAL MEMBERS SHALL NOT BE CUT (FOR PIPES, DUCTS, ETC.) UNLESS

DRAWINGS OF OTHER DISCIPLINES AND FURNISHED EQUIPMENT PRIOR TO PROCEEDING WITH

VERIFY SIZE AND LOCATION OF ALL OPENINGS THROUGH FLOORS, WALLS, SLABS, AND ROOFS WITH 10.

NOTIFY CONTRACTING OFFICER OF ANY DISCREPANCIES PRIOR TO FABRICATION OR INSTALLATION.

GOVERNMENT FURNISHED EQUIPMENT WITH STRUCTURAL DETAILS SHOWN ON THE DRAWINGS.

VERIFY DIMENSIONS, ANCHORAGE LAYOUT/DETAILS, AND WEIGHTS OF ACTUAL PURCHASED OR 9.

OTHER REQUIREMENTS WITH WORK OF OTHER TRADES.

DRAWINGS RELATED TO OTHER TRADES. CHECK AND COORDINATE DIMENSIONS, CLEARANCES AND

WORK STRUCTURAL DRAWINGS WITH THE DRAWINGS OF OTHER DISCIPLINES AND/OR SHOP/VENDOR 8.

IMMEDIATE ATTENTION OF THE CONTRACTING OFFICER PRIOR TO PROCEEDING WITH RELATED WORK.

ELEMENTS OF THE CONTRACT DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE

DIMENSIONS ASSOCIATED WITH THE WORK. ALL OMISSIONS OR CONFLICTS BETWEEN VARIOUS

PRIOR TO FABRICATION AND CONSTRUCTION, CONTRACTOR SHALL VERIFY EXISTING ELEVATIONS AND 7.

CONTRACTING OFFICER FOR INTERPRETATION OF APPLICABILITY OF TYPICAL DETAILS.

PROJECT WHETHER OR NOT THEY ARE IDENTIFIED IN EACH LOCATION. COORDINATE WITH THE

TYPICAL DETAILS AS SHOWN ON THE DRAWINGS APPLY TO SIMILAR SITUATIONS OCCURRING ON THE 6.

TO SIMILAR WORK ON THE PROJECT.

AND TYPICAL DETAILS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER STRUCTURAL GENERAL NOTES 5.

SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.

WHERE ANY DISCREPANCIES OCCUR BETWEEN DRAWINGS, STRUCTURAL GENERAL NOTES, AND 4.

COORDINATE LOCATIONS.

REFER TO CIVIL SITE PLAN FOR ACTUAL FINISHED FLOOR DATUM ELEVATION AND BUILDING

ALL ELEVATIONS ARE REFERENCED TO RELATIVE FINISHED FLOOR (DATUM) ELEVATION OF 568.85'. 3.

OTHERWISE.

DIMENSIONS SHOWN ARE TO THE CENTERLINE OF MEMBERS OR FACE OF WALLS, UNLESS NOTED 2.

DIMENSIONS OR QUANTITIES OF MATERIALS.

ARE INTENDED FOR INFORMATION USE ONLY AND SHALL NOT BE USED TO DETERMINE SPECIFIC

STRUCTURAL DRAWINGS SHALL NOT BE SCALED. REFERENCE SCALES INDICATED ON THE DRAWINGS 1.

STRUCTURAL CONCRETE TO MEET THE REQUIREMENTS SHOWN IN THE FOLLOWING TABLE:9.

OF 4" ± 1", AND NOT EXCEEDING 8" AT TIME OF PLACEMENT WITH ADMIXTURE ADDED.

PRIOR TO ADDING SUPERPLASTICIZING ADMIXTURE, CONCRETE SHALL HAVE A FIELD VERIFIED SLUMP 8.

WATER TO CEMTITIOUS MATERIAL RATIO BE EXCEEDED,

AMOUNT OF WATER THAT CAN BE ADDED TO THE BATCH ON SITE. IN NO CASE SHALL THE DESIGN

PLANT. IN SUCH CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE MAXIMUM

PERMITTED, UNLESS THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE

ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT SLUMP WILL NOT BE 7.

CONTRACTING OFFICER OF ANY OMISSIONS ON THE STRUCTURAL DRAWINGS.

OPENINGS, SLEEVES, INSERTS, DOWELS, DEPRESSIONS, PITS, EQUIPMENT PADS, ETC. NOTIFY

TRADES, AND/OR VENDOR SHOP DRAWINGS FOR THE SIZE AND LOCATION OF EMBEDDED ITEMS,

STRUCTURAL DRAWINGS SHALL BE COORDINATED WITH THE DRAWINGS OF ALL OTHER DISCIPLINES, 6.

DRAWINGS. ALL SIZES OF EMBEDDED ALUMINUM CONDUITS ARE NOT PERMITTED.

SHALL NOT BE EMBEDDED WITH IN SLABS OR WALLS, UNLESS SPECIFICALLY INDICATED ON THE

ROUND CONDUITS, PIPES, DUCT OPENINGS, OR SLEEVES GREATER THAN 2 INCHES IN DIAMETER 5.

1/4 INCH.

CONCRETE. CONCRETE SURFACES SHALL BE ROUGHENED A FULL AMPLITUDE OF APPROXIMATELY

ROUGHEN AND CLEAN CONSTRUCTION JOINTS IN CONCRETE WORK PRIOR TO PLACING ADJACENT 4.

MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED.3.

45 DEGREE CHAMFER, UNLESS NOTED OTHERWISE.

EXPOSED EDGES OF CONCRETE (WALLS, EQUIPMENT PADS, ETC.) SHALL BE CHAMFERED WITH 3/4" x 2.

ACI 305.1: HOT WEATHER PROTECTION

ACI 306.1: COLD WEATHER PROTECTION

ACI 301: SPECIFICATION FOR STRUCTURAL CONCRETE

ACI 318: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

OTHERWISE SPECIFIED:

ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING, UNLESS 1.

DEVELOPMENT LENGTH (Ld).

OPENINGS OF DOORS OCCUR. EXTEND BARS BEYOND EDGE OF OPENINGS A MINIMUM OF TENSION

PROVIDE TWO (2) - #5 BARS IN TOP OF WALL FOOTINGS SUPPORTING MASONRY WALLS WHERE 11.

ADD ADDITIONAL BARS IF NECESSARY TO MAINTAIN SPACING REQUIREMENTS.

DETAIL. AT LOCATION OF A CONFLICT, SPREAD THE REINFORCEMENT TO ACCOMMODATE PLACEMENT.

AT OPENINGS IN CONCRETE WORK, DO NOT CUT REINFORCEMENT UNLESS INDICATED BY SECTION OR 10.

INTERSECTIONS OF FOOTINGS AND WALLS.

PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND 9.

CONNECTORS SHALL HAVE AN ULTIMATE STRENGTH GREATER THAN 125% OF LARGEST SPLICED BAR.

#11 AND SMALLER BARS MAY BE SPLICED USING MECHANICAL CONNECTIONS. MECHANICAL 8.

THE CONTRACTING OFFICER AND SHALL BE SECURELY WIRE TIED TOGETHER.

ACI 318 CODE UNLESS NOTED OTHERWISE. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL OF

REINFORCING LAP SPLICES IN CONCRETE SHALL BE CLASS "B" TENSION CONTACT LAP SPLICES PER 7.

OTHERWISE.

CONFORMING TO THE BEND DIMENSION REQUIREMENTS OF ACI 318, UNLESS SPECIFICALLY NOTED

ALL REINFORCING BAR HOOKS INDICATED ON THE DRAWINGS SHALL BE ACI STANDARD HOOKS 6.

ITEMS, BAR CONGESTION, FIELD CONDITIONS, ETC.

SECTION OR DETAIL. INCREASE CONCRETE COVER AS REQUIRED TO ACCOMMODATE EMBEDDED

PROVIDE THE MINIMUM CONCRETE COVER PER ACI 318, UNLESS NOTED OTHERWISE IN A SPECIFIC 5.

AND 30 DEGREES FOR #7 BARS AND LARGER.

SUCH CASES, THE ANGLE OF BENDING SHALL BE LIMITED TO 45 DEGREES FOR #6 BARS AND SMALLER

FIELD BENT, EXCEPT WHEN INDICATED ON DRAWINGS OR WHEN REALIGNMENT IS NECESSARY. IN

REINFORCING BARS SHALL BE COLD BENT. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE 4.

SPACINGS GIVEN ARE MAXIMUM ON CENTERS.

SECURELY WIRE TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. REINFORCING BAR 3.

DEFORMED BARS (NON-WELDABLE) ASTM A 615, GRADE 60

REINFORCING STEEL MATERIAL: 2.

CRSI MSP-1; MANUAL OF STANDARD PRACTICE

ACI SP-66; ACI DETAILING MANUAL

WITH THE FOLLOWING, UNLESS NOTED OTHERWISE:

ALL CONCRETE STEEL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE 1.

DRAWINGS FOR SIZE, LOCATION AND TYPE OF OPENINGS NOT SHOWN ON ARCHITECTURAL DRAWINGS.

MASONRY CONTRACTOR SHALL COORDINATE WITH MECHANICAL, ELECTRICAL, AND STRUCTURAL 18.

BLOCK CELLS SOLID WITH GROUT AROUND REINFORCING.

BOND BEAMS EXCEEDS 8", BOND BEAMS SHALL BE TIED TOGETHER WITH 4 #5 BARS VERTICAL. FILL

MINIMUM OF 2'-0" AND TIED TOGETHER WITH 4 #4 BARS. WHERE THE ELEVATION DIFFERENCE BETWEEN

INTERRUPTED BY WALL OPENINGS, BOND BEAMS AND WALL OPENING LINTELS SHALL BE LAPPED A

WHERE BOND BEAMS LOCATED AT DIFFERENT ELEVATIONS INTERSECT OR WHERE BOND BEAMS ARE 17.

AND GROUT VERTICAL CELL FULL-HEIGHT.

OF WALL SEGMENT, CONTROL JOINTS, OR ADJACENT OPENINGS, BEND HORIZONTAL BARS VERTICAL

40 BAR DIAMETERS BEYOND EACH FACE OF OPENING. WHERE THIS CAN NOT BE ACHIEVED DUE TO END

EXTEND BOTTOM REINFORCING BARS IN CMU LINTEL BEAMS ABOVE OPENINGS NOT LESS THAN 2'-0" OR 16.

BEAMS SHALL BE PROVIDED AND SPACED NO MORE THAN 4'-0" VERTICALLY.

WHEN VERTICAL SPAN OF MASONRY WALL EXCEEDS 12'-0", ADDITIONAL HORIZONTAL BOND

AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS

AT ROOF AND ELEVATED FLOOR LEVELS

FOLLOWING LOCATIONS:

PROVIDE ONE CONTINUOUS 8" DEEP BOND BEAM REINFORCED WITH (2) - #5 BOTTOM BARS AT THE 15.

BEAM WITH GROUT.

EXPANSION JOINTS IN MASONRY WALLS. DO NOT FILL CONTROL JOINT OR EXPANSION JOINT AT BOND

ALL BOND BEAMS AND REINFORCEMENT SHALL BE DISCONTINUOUS AT CONTROL JOINTS AND/OR 14.

HORIZONTAL REINFORCING BELOW OPENINGS, 2'-0" BEYOND EACH FACE OF THE OPENING.

PROVIDE (1) - #5 HORIZONTAL IN THE COURSE IMMEDIATELY BELOW OPENINGS. EXTEND THE 13.

REINFORCEMENT.

CORNER JOINT REINFORCING SHALL LAP A MINIMUM OF 16" WITH TYPICAL HORIZONTAL JOINT

PROVIDE MATCHING CORNER JOINT REINFORCING AT WALL CORNERS AND INTERSECTIONS. MATCHING 12.

CONTROL JOINTS.

JOINT REINFORCING A MINIMUM OF 16 INCHES. JOINT REINFORCING SHALL BE CONTINUOUS THROUGH

REINFORCING SHALL BE HOT-DIPPED GALVANIZED WITH CORROSION RESISTANT COATING. LAP SPLICE

REINFORCING SHALL CONSIST OF W2.8 (3/16 INCH) SIDE WIRES AND W1.7 (9 GAGE) CROSS WIRES. JOINT

MEETING THE REQUIREMENTS OF ASTM A82. PROVIDE JOINT REINFORCING AT 16 INCHES. JOINT

HORIZONTAL JOINT REINFORCING SHALL BE WIRE TRUSS OR LADDER TYPE JOINT REINFORCING 11.

STANDARD 90 DEGREE HOOK.

VERTICAL BARS A MINIMUM OF 6 INCHES INTO THE BOND BEAMS AT THE TOP OF WALL AND PROVIDE A

ALL VERTICAL BARS SHALL BE DOWELED INTO FOOTINGS WITH STANDARD 90 DEGREE HOOK. EXTEND 10.

UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS.

ENDS, EACH SIDE OF CONTROL JOINTS, EACH SIDE OF OPENINGS, AND BEAM BEARING LOCATIONS, PROVIDE (1) - #5 VERTICAL REINFORCING BAR IN LAST TWO CELLS AT CORNERS, INTERSECTIONS, WALL 9.

FOUNDATION.

OTHERWISE. REFER TO STRUCTURAL DRAWINGS FOR VERTICAL REINFORCING WITH DOWELS TO

ALL REINFORCING BAR SPLICES SHALL BE LAPPED 48 BAR DIAMETERS, EXCEPT WHERE NOTED 8.

BARS. POSITION VERTICAL BARS AT THE CENTER OF WALL UNLESS SHOWN OTHERWISE.

HORIZONTAL AND VERTICAL REINFORCING STEEL BARS SHALL BE ASTM A 615 GRADE 60 DEFORMED 7.

GROUT HAS ATTAINED SPECIFIED DESIGN STRENGTH.

SUPPORTS OR HORIZONTAL DIAPHRAGMS HAVE BEEN ATTACHED AS SHOWN ON THE DRAWINGS AND

BE CONSIDERED COMPLETE WHEN ALL CELLS REQUIRING GROUT HAVE BEEN FILLED, LATERAL

ADDITIONAL SUPPORT TO MAINTAIN STABILITY BEFORE THEIR COMPLETION. MASONRY WALLS SHALL

MASONRY WALLS ARE DESIGNED FOR A COMPLETED CONDITION ONLY AND THEREFORE REQUIRE

PROVIDE ADEQUATE BRACING FOR ALL MASONRY WALLS DURING ALL STAGES OF CONSTRUCTION. THE 6.

OTHERWISE, USE COARSE (3/8" AGGREGATE) GROUT.

WHERE MINIMUM DIMENSION OF ANY CONTINUOUS CELL IS 3 INCHES OR LESS, USE FINE GROUT.

EXPOSED TO VIEW. KEY NEXT GROUT LIFT INTO PRIOR BY STOPPING FIRST LIFT 2" BELOW TOP OF CMU.

UNLESS CLEANOUTS ARE PROVIDED. CLEANOUTS MAY BE PROVIDE ONLY WHERE THEY WILL NOT BE

GROUTING SHALL CONFORM TO ACI 530.1, SECTION 3.5. GROUT POURS SHALL BE LIMITED TO 5'-0" 5.

BEARING PLATES, DOOR/WINDOW FRAMES, DOOR MECHANISM SUPPORTS, ETC.

ALL CELLS THAT WILL RECEIVE EMBEDDED OR SPECIALITY ITEMS SUCH AS ANCHOR BOLTS,

ALL BOND BEAMS & HEADERS.

ALL REINFORCED CELLS, UNLESS NOTED OTHERWISE.

ALL CELLS OF MASONRY CONSTRUCTION BELOW GRADE.

GROUT FILL THE FOLLOWING MASONRY WORK: 4.

JOINTS, UNLESS SPECIFICALLY NOTED OTHERWISE.

ALL MASONRY WORK SHALL BE PLACED IN A RUNNING BOND PATTERN AND HAVE SLIGHTLY TOOLED 3.

METHOD. PRISM TEST METHOD IS REQUIRED WHEN THE ABOVE REQUIREMENTS ARE NOT MET.

COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED BY THE UNIT STRENGTH

SLUMP BETWEEN 8" - 11"

MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) 2000 PSI.

ASTM C 476. GROUT -

MASONRY CEMENT SHALL NOT BE USED.

ASTM C 270, TYPE S. MORTAR -

NET 1900 PSI COMPRESSIVE STRENGTH.

ASTM C 90, MEDIUM WEIGHT CONCRETE MASONRY UNITS -

1,500 PSI MASONRY DESIGN STRENGTH, f'm:

CONCRETE MASONRY MATERIAL PROPERTIES: 2.

ACI 530.1; SPECIFICATIONS FOR MASONRY STRUCTURES

ACI 530; BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

OTHERWISE:

ALL MASONRY WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING, UNLESS NOTED 1.

MASONRY HAS ATTAINED DESIGN STRENGTH.

BACKFILL SHALL NOT BE PLACED BEHIND CANTILEVERED, FREE TOP WALLS UNTIL THE CONCRETE OR 4.

REINFORCING STEEL.

ENGINEERING REPORT. THE OBSERVATION SHALL BE MADE PRIOR TO PLACEMENT OF FORMS AND

DESIGNEE, TO VERIFY CONFORMANCE WITH THESE DOCUMENTS AND THE GEOTECHNICAL

ALL FOUNDATION BEARING SURFACES SHALL BE OBSERVED BY A GEOTECHNICAL ENGINEER, OR 3.

ACCORDANCE WITH RECOMMENDATIONS IN THE ABOVE REFERENCED REPORT.

SUBGRADE PREPARATION FOR GROUND SUPPORTED SLABS AND FOUNDATIONS SHALL BE IN 2.

04/17/2018REPORT DATE:

21-18219REPORT NUMBER:

POC - Brian Williamson, PE

TEL 865-539-8242

Knoxville, TN 37931

2561 Willow Point Way

GEOServices, LLCGEOTECHNICAL CONTRACTOR:

FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY:1.

FOUNDATIONS

FILENAME: PLOT DATE: PLOT TIME:2/19/2019 12:07:54 PM

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STEEL

DRAWING SUBMITTAL.

FABRICATOR SHALL SUBMIT DOCUMENTATION OF THEIR CERTIFICATION WITH THE FIRST SHOP

1.2 FABRICATOR. AISC CERTIFIED FABRICATOR (STD).

1.1 INTERNATIONAL ACCREDITATION SERVICE, INC. (IAS) APPROVED

QUALIFICATIONS SHALL BE IN EFFECT AT TIME OF BID.

FOLLOWING MINIMUM QUALIFICATIONS AND BE APPROVED BY AUTHORITY HAVING JURISDICTION.

ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR WITH ANY ONE OF THE 7.

APPROVAL OF THE CONTRACTING OFFICER.

NO HOLES OR OPENINGS SHALL BE CUT IN STRUCTURAL STEEL MEMBERS WITHOUT PRIOR 6.

ALL FASTENERS IN EXTERIOR APPLICATIONS SHALL BE GALVANIZED, UNLESS NOTED OTHERWISE.5.

BE PAINTED, UNLESS NOTED OTHERWISE.

ALL EXTERIOR STEEL TO BE GALVANIZED INCLUDING LOOSE BRICK LINTELS. ALL INTERIOR STEEL TO 4.

ASTM F1852, TYPE 1 (TWIST OFF)TENSION-CONTROLLED BOLT ASSEMBLIES

ASTM F 436WASHERS

ASTM A 563NUTS

FASTENING PRODUCTS:3.

36 KSIASTM A 36ANGLES AND CHANNELS

STRUCTURAL STEEL SHAPES AND PLATES TO MEET THE FOLLOWING REQUIREMENTS:2.

STRUCTURAL WELDING CODE - STEELAWS D1.1:

CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGESAISC 303:

SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (LRFD METHOD)AISC 360:

THE LATEST EDITION OF THE FOLLOWING, UNLESS NOTED OTHERWISE:

ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH 1.

COLD-FORMED STEEL FRAMING

NON COMPOSITE STEEL ROOF DECK

WIDTH SHEET.

THE FIRST SHEET OF ROOF DECK ADJACENT TO AND PARALLEL TO A WALL SHALL BE FULL PANEL 8.

DECK SHALL BEAR A MINIMUM OF 2 INCHES ON SUPPORTS OR ENTIRE TRUSS CHORD WIDTH.7.

SHEETS SHALL HAVE LAPPED ENDS. MINIMUM LAP SHALL BE 2 INCHES AT TRUSSES ONLY.6.

MAXIMUM SPAN REQUIREMENTS.

THREE SPANS, SHORE THE DECK IN ACCORDANCE WITH THE MANUFACTURER'S AND SDI

DECK SHALL BE CONTINUOUS OVER THREE OR MORE SPANS. FOR CONDITIONS WITH LESS THAN 5.

LOADS SUSPENDED FROM STEEL ROOF DECK SHALL NOT BE PERMITTED.4.

300 PLFALLOWABLE DIAPHRAGM SHEAR

#10 SELF-DRILLING SCREWS AT 12" OC MAXSIDELAPS

#12 SELF-DRILLING SCREWS AT 12" OC MAXSUPPORTS PARALLEL TO DECK

#12 SELF-DRILLING SCREWS IN 36/4 PATTERNSUPPORTS

PROVIDE MINIMUM ATTACHMENTS AS FOLLOWS:3.

GALVANIZED G60FINISH

0.148Sn (IN³/FT)

0.139Sp (IN³/FT)

0.157In (IN4/FT)

0.145Ip (IN4/FT)

33,000 PSIMINIMUM YIELD STRENGTH

20GAGE

36"WIDTH

1 1/2"DEPTH

WIDE RIBDECK TYPE

MINIMUM ROOF DECK PROPERTIES:2.

STANDARD FOR STEEL ROOF DECKANSI/SDI RD1.0:

SDI: DIAPHRAGM DESIGN MANUAL

DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKSSDI:

FOLLOWING, UNLESS NOTED OTHERWISE:

DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE

ALL NON COMPOSITE STEEL ROOF DECK SHALL HAVE CURRENT ICC APPROVAL AND SHALL BE 1.

THIS IS A DEFERRED SUBMITTAL ITEM.9.

SPECIFICATIONS.

DESIGN COLD-FORMED FRAMING TO MEET THE DEFLECTION REQUIREMENTS IN THE 8.

LIVE LOADS, SEISMIC LOADS AND WIND LOADS.

ALL COLD-FORMED MEMBERS SHALL BE DESIGNED FOR WALL SELF WEIGHT AND CODE REQUIRED 7.

CONSTRUCT AND ASSURE THE PROPER PERFORMANCE OF THE COMPLETE WALL ASSEMBLAGE.

TENNESSEE THOROUGHLY FAMILIAR WITH THIS TYPE OF CONSTRUCTION. THE CONTRACTOR SHALL

DETAILS AND ANALYSIS SHALL BE SEALED BY AN ENGINEER REGISTERED IN THE STATE OF

THE COLD-FORMED FRAMING DESIGNER SHALL DETERMINE ACTUAL GAGE AND SPACING. ALL 6.

DRAWINGS.

10'-0" HIGH. SOLID BLOCKING SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE

WALLS LESS THAN OR EQUAL TO 10'-0" HIGH, AND 5'-0" OC MAXIMUM FOR WALLS GREATER THAN

MINIMUM REQUIREMENTS: FOR NON-BEARING WALLS: PROVIDE BRIDGING AT MID-HEIGHT FOR

BRIDGING SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS WITH THE FOLLOWING 5.

AND WALL ENDS. ALL BOTTOM TRACKS SHALL HAVE A MINIMUM OF 2 ANCHOR RODS.

NOTED OTHERWISE. ANCHOR RODS SHALL BE PLACED AT ALL JAMBS, CORNERS, INTERSECTIONS

TRACK ANCHOR RODS SHALL BE 1/2" DIAMETER PLACED SO AS NOT TO EXCEED 4'-0" OC UNLESS 4.

OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, AND INTERSECTIONS.

WORK SHALL CONFORM TO AISI STANDARD S-200 "GENERAL PROVISIONS". UNLESS NOTED 3.

ASTM A1003.

TO WEATHER AND WHENEVER NOTED ON THE DRAWINGS. STEEL SHALL BE HIGH DUCTILITY PER

MINIMUM YIELD STRENGTH OF 33,000 PSI. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED

STEEL FOR ALL 18, 20 AND 22 GAGE STUDS, TRACKS, ACCESSORIES, AND BRIDGING SHALL HAVE A 2.

ASSOCIATION.

MEMBERS BY THE AMERICAN IRON AND STEEL INSTITUTE AND THE STEEL STUD MANUFACTURERS

THE LATEST EDITION OF SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

ALL COLD-FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH 1.

(MINIMUM EMBEDMENT)

1/2"

DIAMETER

ANCHOR

THREADED

CONCRETE MASONRY

4"

5/8"

3/4"

7/8"

1"

5"

6"

7"

8"

4 1/2"

5 5/8"

6 3/4"

1/2"

CONCRETE MASONRY

5/8"

3/4"

3 1/2"

5 1/2"

ADHESIVE ANCHORS

(MINIMUM EMBEDMENT)

MECHANICAL ANCHORS

DIAMETER

ANCHOR

4 1/2"

3 1/2"

5 1/2"

4 1/2"

POST INSTALLED ANCHORS

OTHERWISE.

B7. MECHANICAL ANCHORING SYSTEMS SHALL BE ZINC PLATED CARBON STEEL, UNLESS NOTED

ANCHOR RODS USED IN ADHESIVE ANCHORING SYSTEMS SHALL CONFORM WITH ASTM A193, GRADE 7.

MANUFACTURER'S RECOMMENDATIONS.

ANCHOR SHALL BE INSTALLED AND TORQUED IN COMPLETE ACCORDANCE WITH

APPROVED EQUAL WITH ICC-ES REPORT

WEDGE-ALL BY SIMPSON STRONG-TIE ANCHOR SYSTEMS (ICC-ES ESR-1396)

KWIK BOLT 3 BY HILTI, INC. (ICC-ES ESR-1385)

SHALL BE AS FOLLOWS:MASONRYMECHANICAL ANCHORING SYSTEMS IN 6.

BE BROKEN AND GROUTED SOLID 8 INCHES(MINIMUM) ABOVE AND BELOW ANCHOR LOCATION.

INSTALLED IN GROUTED CELLS. IF GROUTED CELLS ARE NOT ENCOUNTERED, CELL FACE SHALL

ANCHOR ELEMENTS SHALL CONFORM WITH RESPECTIVE ICC-ES REPORT. ANCHORS SHALL BE

APPROVED EQUAL WITH ICC-ES REPORT

SET BY SIMPSON STRONG-TIE ANCHOR SYSTEMS (ICC-ES ESR-1772)

HIT-HY 150 MAX BY HILTI, INC. (ICC-ES-ESR-1967)

SHALL BE AS FOLLOWS:MASONRYADHESIVE ANCHORING SYSTEMS IN 5.

MANUFACTURER'S RECOMMENDATIONS.

ANCHOR SHALL BE INSTALLED AND TORQUED IN COMPLETE ACCORDANCE WITH

APPROVED EQUAL WITH ICC-ES REPORT

STRONG-BOLT BY SIMPSON STRONG-TIE ANCHOR SYSTEMS (ICC-ES ESR-1771)

KWIK BOLT TZ BY HILTI, INC. (ICC-ES ESR-1917)

SHALL BE AS FOLLOWS:CONCRETEMECHANICAL ANCHORING SYSTEMS IN 4.

ANCHOR ELEMENTS SHALL CONFORM WITH RESPECTIVE ICC-ES REPORT.

APPROVED EQUAL WITH ICC-ES REPORT

SET-XP BY SIMPSON STRONG-TIE ANCHOR SYSTEMS (ICC-ES ESR-2508)

HIT-HY 150 MAX-SD BY HILTI, INC. (ICC-ES-ESR-3013)

HIT-RE 500-SD BY HILTI, INC. (ICC-ES ESR-2322)

SHALL BE AS FOLLOWS:CONCRETEADHESIVE ANCHORING SYSTEMS IN 3.

INSTALLATION OF THE ANCHORS.

INSTALLERS ON THE PROPER INSTALLATION PROCEDURES AND SHALL OBSERVE INITIAL

A MANUFACTURER'S TECHNICAL REPRESENTATIVE (NOT A DISTRIBUTOR OR AGENT) SHALL TRAIN 2.

BUILDING CODE.

REQUIREMENTS, THE REQUIREMENTS OF THE RESPECTIVE ICC-ES REPORT, AND THE APPLICABLE

MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. THE EQUIPMENT MANUFACTURER'S

INSTALLATION AND INSPECTION OF ALL POST-INSTALLED ANCHORS SHALL CONFORM TO THE 1.

FILENAME: PLOT DATE: PLOT TIME:2/19/2019 12:07:58 PM

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DESIGN CRITERIA DESIGN CRITERIA

MADE PRIOR TO PLACEMENT OF FORMS AND REINFORCEMENT.

CONFORMANCE WITH THESE DOCUMENTED RECOMMENDATIONS. THE OBSERVATION SHALL BE

SURFACES SHALL BE OBSERVED BY A GEOTECHNICAL ENGINEER OR DESIGNEE, TO VERIFY

THESE ASSUMED SOIL DESIGN PARAMETERS AND ALL FOUNDATION AND SLAB-ON-GRADE BEARING

110 PCFSOIL UNIT WEIGHT (BACKFILL)

0.35COEFFICIENT OF FRICTION

333 PSF (UNIFORMLY ACTING)ULTIMATE PASSIVE SOIL PRESSURE

47 PCFAT-REST SOIL PRESSURE (RESTRAINED WALLS)

30 PCFACTIVE SOIL PRESSURE (UNRESTRAINED WALLS)

BELOW GRADE WALLS AND RETAINING WALLS

2500 PSFCONTINUOUS WALL FOOTINGS

2500 PSFISOLATED SPREAD FOOTINGS

ALLOWABLE SOIL BEARING PRESSURES

100 PCISOIL SUBGRADE MODULUS

18 INCHESFROST DEPTH

SOIL DESIGN PARAMETERS (PER GEOTECHNICAL REPORT RECOMMENDATIONS):8.

12.9 KIPSDESIGN BASE SHEAR, V:

0.114SEISMIC DESIGN COEFFICIENT, Cs:

1.5RESPONSE MODIFICATION FACTOR, R:

ORDINARY MASONRY SHEAR WALLS

BEARING WALL SYSTEMSSEISMIC FORCE RESISTING SYSTEM:

:EAST-WEST DIRECTION

12.3 KIPSDESIGN BASE SHEAR, V:

0.114SEISMIC DESIGN COEFFICIENT, Cs:

1.5RESPONSE MODIFICATION FACTOR, R:

ORDINARY MASONRY SHEAR WALLS

BEARING WALL SYSTEMSSEISMIC FORCE RESISTING SYSTEM:

:NORTH-SOUTH DIRECTION

EQUIVALENT LATERAL FORCEANALYSIS PROCEDURE:

CSEISMIC DESIGN CATEGORY:

0.155D1S

0.229DSS

0.1401S

0.286SS

SPECTRAL RESPONSE ACCELERATIONS:

CSITE CLASSIFICATION:

1.00IMPORTANCE FACTOR:

IIRISK CATEGORY:

SEISMIC LOADS:7.

PLUS OR MINUS

EQUALS

LESS THAN

GREATER THAN

AT

FTG

FT

FS

FLG

FL

FG

FF

FDN

FD

EXT

EXIST

E-W

EW

EQUIP

EQ SP

EQ

EOS

EOD

EOC

EMBED

ELEC

EL

EJ

EF

EA

FOOTING

FEET

FAR SIDE

FLANGE

FLOOR

FINISHED GRADE

FINISHED FLOOR

FOUNDATION

FLOOR DRAIN

EXTERIOR

EXISTING

EAST-WEST

EACH WAY

EQUIPMENT

EQUALLY SPACED

EQUAL

EDGE OF SLAB

EDGE OF DECK

EDGE OF CONCRETE

EMBEDMENT

ELECTRICAL

ELEVATION

EXPANSION JOINT

EACH FACE

EACH

OSL

OPP

OPNG

O/O

OH

O.F.

OD

OC

NTS

NS

NO.

N-S

N/A

OUTSTANDING LEG

OPPOSITE

OPENING

OUT-TO-OUT

OPPOSITE HAND

OUTSIDE FACE

OUTSIDE DIAMETER

ON CENTER

NOT TO SCALE

NEAR SIDE

NUMBER

NORTH-SOUTH

NOT APPLICABLE

BRG

BRDG

BRCG

BP

BOT

BOSD

BOS

B.O. OR B/

BM

BLDG

BF

ARCH

APPROX

APPD

ANCH

ALUM

ALT

ADH

ADDL

AB

BEARING

BRIDGING

BRACING

BASE PLATE

BOTTOM

BOTTOM OF STEEL DECK

BOTTOM OF STEEL

BOTTOM OF

BEAM

BUILDING

BOTTOM FACE

ARCHITECTURAL

APPROXIMATE

APPROVED

ANCHOR

ALUMINUM

ALTERNATE

ADHESIVE

ADDITIONAL

ANCHOR BOLT

QTY

PSI

PSF

PROJ

PLF

PL

PJP

PJF

PEMB

PE

PCF

PC

PAF

QUANTITY

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

PROJECTION

POUNDS PER LINEAR FOOT

PLATE

PARTIAL JOINT PENETRATION

PREMOLDED JOINT FILLER

PRE-ENGINEERED METAL BUILDING

PRE-ENGINEERED

POUNDS PER CUBIC FOOT

PRECAST

POWDER ACTUATED FASTENER

USO

UNO

TYP

TRANS

TOS

TOF

TOC

T.O. OR T/

THK

TF

TEMP

TBD

T&B

T

UNLESS SHOWN OTHERWISE

UNLESS NOTED OTHERWISE

TYPICAL

TRANSVERSE

TOP OF STEEL

TOP OF FOOTING/FOUNDATION

TOP OF CONCRETE

TOP OF

THICKNESS

TOP FACE

TEMPERATURE

TO BE DETERMINED

TOP AND BOTTOM

TREAD

INT

INFO

IN

IJ

I.F.

I.D.

INTERIOR

INFORMATION

INCH

ISOLATION JOINT

INSIDE FACE

INSIDE DIAMETER

KSI

KSF

K

JT

JST

KIPS PER SQUARE INCH

KIPS PER SQUARE FOOT

KIPS

JOINT

JOIST

VERT VERTICAL

DWL

DWG

DOR

DN

DL

DIM

DIAG

DIA

DET

DBL

DBA

D

CTR

CONT

CONST

CONN

CONC

COL

C.O.

CMU

CLR

CLG

CL

CJP

CJ

CIP

CG

CAP

C TO C OR C/C

C

DOWEL

DRAWING

DESIGNER OF RECORD

DOWN

DEAD LOAD

DIMENSION

DIAGONAL

DIAMETER

DETAIL

DOUBLE

DEFORMED BAR ANCHOR

DEPTH

CENTER

CONTINUOUS

CONSTRUCTION

CONNECTION

CONCRETE

COLUMN

CONTRACTING OFFICER

CONCRETE MASONRY UNIT

CLEAR

CEILING

CENTER LINE

COMPLETE JOINT PENETRATION

CONTROL / CONTRACTION JOINT

CAST-IN-PLACE

CENTER OF GRAVITY

CAPACITY

CENTER TO CENTER

CHANNEL SHAPE

HT

HSS

HP

HORIZ

HK

HDRL OR HR

HAS

G.L.

GRTG

GR

GDRL

GB

GALV

GA

HEIGHT

HOLLOW STRUCTURAL SECTION

HIGH POINT

HORIZONTAL

HOOK

HANDRAIL

HEADED ANCHOR STUD

GIRT LINE

GRATING

GRADE OR GUARDRAIL

GUARDRAIL

GRADE BEAM

GALVANIZED

GAGE or GAUGE

MWFRS

MTL

mm

MISC

MIN

MFR

MECH

MBS

MB

MAX

MAS

M.O.

LWT

LSL

LP

LONG

LNTL

LLV

LLO

LLH

LL

LG

LF

LBS

L

RESISTING SYSTEM

MAIN WIND FORCE

METAL

MILLIMETER(S)

MISCELLANEOUS

MINIMUM

MANUFACTURER

MECHANICAL

METAL BUILDING SYSTEM

MACHINE BOLTS

MAXIMUM

MASONRY

MASONRY OPENING

LIGHTWEIGHT

LONG SLOTTED HOLE

LOW POINT

LONGITUDINAL

LINTEL

LONG LEG VERTICAL

LONG LEG OUTSTANDING

LONG LEG HORIZONTAL

LIVE LOAD

LONG

LINEAR FEET

POUNDS

LENGTH OR ANGLE SHAPE

SYM

STRUCT

STL

STIR

STIF

STGR

STD

SSL

SQ

SPEC

SPA

SOG

SLV

SLO

SLH

SIM

SHT

SECT

SCHED

SC

REQD

REINF

REF

RECT

REBAR

RD

RC

RAD

R

SYMMETRICAL

STRUCTURAL

STEEL

STIRRUP

STIFFENER

STRINGER

STANDARD

SHORT SLOTTED HOLE

SQUARE

SPECIFICATION

SPACING

SLAB ON GRADE

SHORT LEG VERTICAL

SHORT LEG OUTSTANDING

SHORT LEG HORIZONTAL

SIMILAR

SHEET

SECTION

SCHEDULE

SLIP-CRITCAL

REQUIRED

REINFORCEMENT

REFER TO OR REFERENCE

RECTANGULAR

REINFORCING BAR

ROOF DRAIN

REINFORCED CONCRETE

RADIUS

RISER

WWF

WT

WP

WL

WF OR W

W/O

W/

W

WELDED WIRE FABRIC

WEIGHT OR WT SHAPE

WORK POINT

WIND LOAD

WIDE FLANGE SHAPE

WITHOUT

WITH

WIDTH

STRUCTURAL ABBREVIATIONS

COMPONENT AND CLADDING WIND PRESSURES:

21.5 KIPS (LONGITUDINAL)

19.5 KIPS (TRANSVERSE) BASE SHEAR, V:

± 0.18 (ENCLOSED) INTERNAL PRESSURE COEFFICIENT, GCpi:

C EXPOSURE CLASSIFICATION:

BASIC WIND SPEED: 115 MPH

II RISK CATEGORY:

WIND LOADS: 6.

14.1 PSF (LEEWARD)

1.7 PSF (WINDWARD) UNBALANCED SNOW LOAD:

7 PSF : fFLAT ROOF SNOW LOAD, P

1.0 : eEXPOSURE FACTOR, C

1.0 : tTHERMAL FACTOR, C

1.0 IMPORTANCE FACTOR, I:

10 PSF : gGROUND SNOW LOAD, P

II RISK CATEGORY:

SNOW LOADS: 4.

20 PSF (REDUCEABLE PER ASCE 7)ROOF

150 PSF (SERVER ROOM)

50 PSF (OFFICE)

OFFICE 100 PSF (VESTIBULE & CONNECTOR)

SLAB-ON-GRADE 250 PSF

LIVE LOADS: 3.

RAISED ACCESS FLOOR 8 PSF

PARTITIONS 15 PSF

FLOOR DEAD LOADS:

CEILING 2 PSF

ACTUAL WEIGHT EQUIPMENT

FIRE SPRINKLER / SUPPRESSION SYSTEM 3 PSF

5 PSF M, E, & P ALLOWANCE

SELF-WEIGHT COLD FORMED METAL TRUSSES

SHEATHING / METAL DECK 3 PSF

INSULATION 2 PSF

STANDING SEAM METAL ROOF 2 PSF

ROOF DEAD LOADS:

DEAD LOADS:2.

STRUCTURAL SYSTEMS WITH SUPPLEMENT 1.

AISI S400 - NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL

AISI S240 - NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING

AISI S202 - CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL FRAMING

STRUCTURAL MEMBERS

AISI S100 - NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURES

ACI 530/TMS 402/602 - BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY

ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AISC 360 (LFRD) - MANUAL OF STEEL CONSTRUCTION

MATERIAL DESIGN STANDARDS AND CODES:

UFC 4-010-01; DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

UFC 3-310-04; SEISMIC DESIGN FOR BUILDINGS

UFC 3-301-01; STRUCTURAL ENGINEERING

UFC 1-200-01; GENERAL BUILDING REQUIREMENTS

UNIFIED FACILITY CRITERIA (UFC) STANDARDS:

ASCE 7 - MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES

INTERNATIONAL BUILDING CODE - IBC 2015

DESIGN CODES AND STANDARDS (LATEST EDITION UNLESS NOTED OTHERWISE):1.

ROOF AREAS

SURFACE PRESSURE

NEGATIVE ZONE 1

NEGATIVE ZONE 2

NEGATIVE ZONE 3

POSITIVE ALL ZONES

NEGATIVE ZONE 4

POSITIVE ZONE 4 & 5

WALL AREAS

NEGATIVE ZONE 5

10 SF 20 SF 50 SF 100 SF 200 SF

-27.4

-47.6

-70.6

17.3

-32.5

-40.1

30.0

-26.7

-43.9

-66.0

16.0

-31.1

-37.4

28.6

-25.6

-38.9

-59.9

16.0

-29.4

-33.8

26.8

-24.9

-35.0

-55.3

16.0

-28.0

-31.1

25.5

-24.9

-35.0

-55.3

16.0

-26.7

-28.4

24.1

DIAGRAMS AND DEFINITIONS OF WIND ZONES 1 THROUGH 5.

REFER TO TABLE 30.7-2 IN ASCE 7 FOR COMPONENT AND CLADDING WIND LOAD -

COMPONENT AND CLADDING LOADS MAY BE INTERPOLATED BETWEEN THE WIND AREAS.-

BUILDING SURFACES, RESPECTIVELY.

PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM -

4'-0"WIDTH OF PRESSURE COEFFICIENT ZONE, a:

FILENAME: PLOT DATE: PLOT TIME:2/19/2019 12:07:55 PM

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L L R

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H T S R

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IN

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1 2 3 4 5 6

B

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VERIFY SCALE

BAR IS ONE INCH ON

ORIGINAL DRAWING.

1"0 c

PROJ

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D A

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D S

G N

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IS

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E E of pw://projectwise.ch2m.com:DEN003/Documents/702912&space;-&space;CHHDR-TNANG&space;B720&space;NASHVILLE/DESIGN/NASHVILLE&space;AIP&space;B720/ST/Dlv/702912-S-101$PWURL

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