Drawings_Structural_Sheet_24_-_25.pdf

MASONRY REINFORCEMENT LAYOUT S/S SD

STRUCTURAL ABBREVIATIONS

GA

GALV

GB

GC

GT

HGT

HORIZ

HSA

HT

IF

INFO

INT

JNT

JST

LB

LG

LLH

LLV

LSH

LSV

MANUF

MAT'L

MAX

MECH

MIN

MISC

NIC

NO

NS

NTS

OC

OD

OF

O/O

OPNG

OPP

PEMB

PERP

PL

PNL

PREFAB

PSF

PSI

PT

QTY

R OR RAD

RD

REF

REINF

REQ

REQ'D

RET

REV

GAGE

GALVANIZED

GRADE BEAM

GENERAL CONTRACTOR

GIRDER TRUSS

HEIGHT

HORIZONTAL

HEADED STUD ANCHOR

HIP TRUSS

INSIDE FACE

INFORMATION

INTERIOR

JOINT

JOIST

POUND

LONG

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

MANUFACTURER

MATERIAL

MAXIMUM

MECHANICAL

MINIMUM

MISCELLANEOUS

NOT IN CONTRACT

NUMBER

NEAR SIDE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE

OUT TO OUT

OPENING

OPPOSITE

PRE-ENGINEERED METAL

BUILDING

PERPENDICULAR

PLATE

PANEL

PREFABRICATED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST TENSIONED

QUANTITY

RADIUS

ROUND

REFERENCE

REINFORCE(MENT)

REQUIRE

REQUIRED

RETAINING

REVISION

Ø

ALUM

AR

ARCH

ASSY

B/

BETWN

BLDG

BM

BOT

BPL

BRG

C TO C

CANT

CFS

CJ

CL

CLR

CMU

COL

CONC

CONN

CONST

CONT

CONTR

CTR

CTRD

DBA

DEFL

DET

DIA

DIAG

DIFF

DIM

DO

DWG

EA

EF

EJ

EL

ELEC

ELEV

ENGR

EOR

EQ

EQUIP

EXIST

EXP

EXT

EW

FB

FD

FDN

FF

FLR

FS

FTG

NUMBER OR POUND

ROUND OR DIAMETER

SQUARE

AND

AT

ALUMINUM

ANCHOR ROD

ARCHITECTURE

ASSEMBLY

BOTTOM OF

BETWEEN

BUILDING

BEAM

BOTTOM

BASE PLATE

BEARING

CENTER TO CENTER

CANTILEVER

COLD FORMED STEEL

CONSTRUCTION JOINT

CENTER LINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CONTRACTION

CENTER

CENTERED

DEFORMED BAR ANCHOR

DEFLECTION

DETAIL

DIAMETER

DIAGONAL

DIFFERENT

DIMENSION

DITTO

DRAWING

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELECTRICAL

ELEVATOR

ENGINEER

ENGINEER OF RECORD

EQUAL

EQUIPMENT

EXISTING

EXPANSION

EXTERIOR

EACH WAY

FLAT BAR

FLOOR DRAIN

FOUNDATION

FINISH FLOOR

FLOOR

FAR SIDE

FOOTING

SCHED

SECT

SIM

SOG

SPA

SPEC

SQ

STD

STIFF

STL

STR

STRUCT

SYM

T&B T/

T/U PANEL

TE

THK

THRD

TRANSV

TS

TYP

UON

VER

VERT

w/ w/O

WP

WS

WWF

SCHEDULE

SECTION

SIMILAR

SLAB ON GRADE

SPACE

SPECIFICATION

SQUARE

STANDARD

STIFFENER

STEEL

STRAIGHT

STRUCTURAL

SYMMETRICAL

TOP & BOTTOM

TOP OF

TILT-UP PANEL

THICKENED EDGE

THICK

THREADED

TRANSVERSE

THICKENED SLAB

TYPICAL

UNLESS OTHERWISE NOTED

VERIFY

VERTICAL

WITH

WITHOUT

WORK POINT

WATERSTOP

WELDED WIRE FABRIC

MASONRY

ALL LOAD BEARING WALLS AND EXTERIOR WALLS SHALL BE COMPOSED OF ASTM C90

HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270 TYPE "S" MORTAR. GROUT SHALL

CONFORM TO THE REQUIREMENTS OF ASTM C476 AND HAVE A COMPRESSIVE STRENGTH OF

3000 PSI.

LAPPED BARS SHALL BE SECURED WITH WIRE TIES OR OTHER MEANS TO ENSURE THAT THE

BAR IS NOT DISPLACED DURING GROUT PLACEMENT OUTSIDE THE TOLERANCES

ESTABLISHED BY ACI 530. LAP BARS WITH THE FOLLOWING MINIMUM LENGTH.

BAR BARS CTR'D BARS CTR'D

BAR SIZE EA FACE 8" CMU 12" CMU

#3 16" 16" 16" #4 26" 21" 21" #5 40" 26" 26" #6 54" 43" 40"

#7 63" 60" 46"

GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS. DO NOT

BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED.

PROVIDE HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16" OC VERTICALLY, UON. IN

ADDITION, INSTALL JOINT REINFORCING IN THE FIRST TWO MORTAR JOINTS ABOVE & BELOW

OPENINGS, EXTENDING AT LEAST 24 INCHES BEYOND THE OPENING.

LAP JOINT REINFORCEMENT 6" MINIMUM. HORIZONTAL REINFORCING SHALL CONSIST OF AT

LEAST TWO W1.7 WIRES OR GREATER.

MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH TMS 402 QUALITY ASSURANCE

LEVEL B.

DESIGN CRITERIA

CONCRETE MASONRY (DESIGN PER CURRENT EDITION TMS 402)

COMPRESSIVE STRENGTH

ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE

DRAWINGS TO BE WELDED SHALL BE ASTM A706 AND WELDING SHALL BE IN ACCORDANCE

WITH AWS D1.4.

F'M = 2000 PSI

109 MPH

93 MPH

20 FT

II

B

ENCLOSED

± 0.18

0.85

PER CODE

FASTENERS

EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2,

DEWALT POWER-STUD+ SD1 OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO

CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER,

UON. CLEAN HOLE AND INSTALL IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS.

SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD, DEWALT

SCREW-BOLT+ OR APPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED

MASONRY SHALL BE AT LEAST 9 TIMES THE BOLT DIAMETER, UON. CLEAN HOLE AND INSTALL

IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSON STRONG- TIE PDPA, DEWALT CSI PIN OR EQUAL, UON. EMBED MINIMUM 1 1/4" INTO CONCRETE AND CMU, UON. DO NOT PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE

STRUCTURAL STEEL.

ADHESIVE ANCHORING (EPOXY):

• ADHESIVE ANCHORING FOR CONCRETE SHALL BE HILTI RE-500 V3 CARTRIDGE SYSTEM,

SIMPSON STRONG-TIE SET-3G, DEWALT PURE 110+ (OR EQUIVLANT ACRYLIC AC200+, HY

200, OR ATXP) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12

TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN

RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER

MANUFACTURER'S RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH

AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT

WHERE PERMITTED WHEN USING A DUST EXTRACTION SYSTEM IN ACCORDANCE WITH

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS).

• ADHESIVE ANCHORING FOR MASONRY SHALL BE HILTI HIT-HY 70 OR HY 270 CARTRIDGE

SYSTEM, SIMPSON STRONG-TIE SET-XP, DEWALT AC100+ OR APPROVED EQUAL, UON.

EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE

INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED

BY MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR

JOINT. CLEAN HOLE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS.

• GENERAL - ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 355.4. INSTALLATION SHALL

BE IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND

PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. INSTALLATION OF

ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY, WHICH SUPPORT SUSTAINED

TENSION LOADS SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER IN

ACCORDANCE WITH ACI318 AND CONTINUOUSLY INSPECTED PER ACI318. PROOF OF

CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

• CAPACITIES - UON, DESIGN BOND STRENGTH OF ANCHORS HAVE BEEN BASED ON

CRACKED CONCRETE, ACI 355.4 TEMPERATURE CATEGORY B, AND INSTALLATIONS INTO

DRY HOLES DRILLED WITH A ROTARY IMPACT DRILL OR ROCK DRILL INTO CONCRETE THAT

HAS CURED AT LEAST 21 DAYS AND HAS A CONCRETE TEMPERATURE OF AT LEAST 50

DEGREES F AT TIME OF ANCHOR INSTALLATION.

LIVE LOADS:

ROOFS AND CANOPIES (REDUCIBLE)

WIND LOADS:

ULTIMATE WIND SPEED: (ASCE 7-16)

NOMINAL WIND SPEED

MEAN ROOF HEIGHT

RISK CATEGORY

WIND EXPOSURE

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

DIRECTIONALITY FACTOR (Kd)

SHAPE FACTORS

20 PSF

DESIGN PER 2018 INTERNATIONAL BUILDING CODE, UNLESS OTHERWISE NOTED.

SUPPLEMENTARY NOTES

PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID

EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING

CONSTRUCTION. THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL

STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS.

IMEG OR ANY OF ITS EMPLOYEES SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR

CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES FOR THE

ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE

WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE

WITH THE CONTRACT DOCUMENTS.

VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY IMEG FOR GENERAL

CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOT INCLUDE OR

WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE INTERNATIONAL

BUILDING CODE.

VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR EMBEDS,

OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.

ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND

PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE

PROCEEDING WITH STRUCTURAL WORK AFFECTED.

CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING

STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH

FABRICATION AND CONSTRUCTION.

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

THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

SHOP DRAWINGS AND SUBMITTALS

SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE

INFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR

MUST REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE

ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP

SHALL BE RETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT

DOCUMENTS SHALL BE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP

DRAWINGS AND CLOUDED ON THE SHOP DRAWINGS.

SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS:

(S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW

ONLY)

COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT

DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT

CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF THE PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE

DURING TIMES OF INSPECTION.

SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE

STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL

COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION.

VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT

DESIGNER ENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS

IMPOSED ON THE BASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE

CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON

ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE

AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. THE CONTRACTOR SHALL

SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR

APPROVAL.

GENERAL NOTES

SPECIFICATIONS

MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF

"SPECIFICATIONS FOR MASONRY STRUCTURES - TMS 602 (LATEST EDITION), EXCEPT AS

MODIFIED BY REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL

EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM MASONRY TESTING.

DEAD LOADS:

ROOF (ASSUMED) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF

COMPONENT & CLADDING DESIGN

NEGATIVE ZONE 3

NEGATIVE ZONE 2

NEGATIVE ZONE 1'

ZONE

WIND PRESSURES (PSF)

NEGATIVE 5

NEGATIVE 4

ZONE

WALL

POSITIVE 4 & 5

OVERHANG ZONE 2

OVERHANG ZONE 3

POSITIVE ALL ZONES

OVERHANG ZONE 1 & 1'

-30.3

-17.4

-40

-54.5

-27.4

-37.1

-51.6

10 SF 20 SF

10 SF

-18.9

-23.2

17.4

NOTES:

1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF)

TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY

AREAS, LINEARLY INTERPOLATE BETWEEN VALUES

SHOWN ABOVE.

2) POSITIVE PRESSURES ACT TOWARD THE BUILDING.

NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING.

3) SEE DIAGRAMS FOR LOCATION OF ZONES.

4) PRESSURES SHOWN ARE ULTIMATE PRESSURES.

MULTIPLY VALUES BY 0.6 FOR NOMINAL PRESSURES

ROOF

a=3'-7 1/4"

100 SF

-16.3

-18.1

16.0

200 SF

-16.0

-16.6

16.0

500 SF

-16.0

-16.0

16.0

200 SF 350 SF 500 SF 1000 SF

-21.7

-16.0

-28.9

-32.3

-21.6

-22.3

-25.7

-20.1

-16.0

-26.8

-28.1

16.0

-18.3

-19.5

-20.8

-19.0

-16.0

-25.5

-25.5

-16.1

-17.7

-17.7

-19.0

-16.0

-25.5

-25.5

-16.1

-17.7

-17.7

-28.3

-17.4

-37.4

-49.4

-26.9

-33.7

-45.6

-25.7

-17.4

-34

-42.6

-26.3

-29.1

-37.7

50 SF 100 SF

-23.7

-17.4

-31.5

-37.4

-25.8

-25.7

-31.7 h=20'-0" a a a a a a h a a

ROOF PLAN (GENERIC BUILDING SHOWN) WALLS (GENERIC BUILDING SHOWN)

2eO

3eO 2nO 3rO

2eO

3rO 2nO 3eO

2e 1 2r 2r 1 2e

3e 2n 3r 3r 2n 3e

3e 2n 3r 3r 2n 3e a a4

NEGATIVE ZONE 1

DESIGNED:

CADD:

TECH REVIEW:

DATE:

SUB SHEET NO: TITLE OF SHEET: DRAWING NO.

PMIS/PKG NO.

OF

A/E FIRM:

PRIME:

SHEET

SUB:

HENRY

ADAMS, LLC.

BALTIMORE, MD

WALKER

ARCHITECTS,

GAINESVILLE, FL

/1

/2

:1

:2

P

M

JWL

FPA

03/14/2024

S0.01ABB

DESIGN CRITERIA & GENERAL

NOTES

NPS - NATCHEZ MAINTENANCE

FACILITY RENOVATION

Zac Lane, PE #20786

NO SCALE

WIND PRESSURE DIAGRAMS

24 69

323963

S0.01 zac Text Box This file has been digitally signed and sealed by Zachary Paul Lane a Mississippi Licensed Professional Engineer, License No. 20786, on the date of the electronic signature. Printed copies of this document are not considered signed and sealed. The signature must be verified on any electronic copies.

zac Image

S1.01

S1.01 EXISTING CMU WALL

S1.01

#5 X 1' BARS

EPOXIED INTO

GROUTED CELLS

OF THE EXISTING

MASONRY WALL AT

2' ON CENTER

EMBED = 6"

CMU

LAP PER GENERAL

NOTES

16" CONT BOND

BEAM W/ 1-#5 CONT

T&B

T/EXIST OPNG,

SEE ARCH

EXTERIOR FACE

OF EXIST CMU

#5 DOWEL (MATCH WALL

REINFORCING SPA) EMBED 6"

& SECURE W/ EPOXY ADHESIVE.

ACI STD HOOK AT OTHER END

(T&B OF CMU INFILL)

EXTERIOR FACE

OF EXIST CMU

T Y

P S

E E

A R

C H

F O

R I N

F

IL

L L

O C

A T

IO

N

S

C M

U I N

F

IL

L W

G

R O

U T

F

IL

L E

D C

E L L

S

V

E R

T R

E

IN

F H

O O

K T

O P

O F

R E

IN

F

EXISTING THICKENED

EDGE

KNOCK OUT FACE SHELL

AS REQUIRED TO INSTALL

REINF AND GROUT.

THEN FILL W/ GROUT TO

EDGE OF CMU FACE.

NOTES:

1) FOR OPNG LOCATIONS SEE ARCH DWGS.

2) PROVIDE 8" BEARING EA SIDE OF OPNG.

MASONRY OPNG LESS THAN 5'-0"

FILL CELLS

W/ CONC

PRECAST OR

CMU U-BLOCK

VERT REINF, SEE

CMU

1-#5 EF CONT

3/S1.01

NOTES:

1. 5' MAX IF LOW LIFT GROUTING IS USED.

2. IF HIGH LIFT GROUTING IS USED, REINFORCING SHALL BE FULL

HEIGHT & A CLEANOUT HOLE IS REQ'D @ CELLS w/ REBAR.

GROUT SHALL BE PLACED IN LIFTS TO PREVENT BLOWOUTS.

3. SEE GENERAL NOTES FOR BAR LAPS.

4. SEE GENERAL NOTES FOR HORIZONTAL JOINT REINFORCING

AND LAP LENGTH.

PLAN

OPENING

DOWELS TO

MATCH VERT

REINF (TYP, UON)

FTG, SEE PLAN

CLEANOUT HOLE

AS REQUIRED

JOINT REINF @

16" OC, UON

HORIZ JOINT REINF

COORD W/ ARCH

FILL ALL CELLS

W/ VERTICAL

REINFORCING SOLID

MASONRY

CONTROL JOINT

T/SLAB EL,

SEE PLAN

FTG, SEE PLAN KNOCK-OUT

BLOCK W/ #5 EF

TYP WALL REINF,

SEE

FOR SIZE & SPACING

ADD 1-#5 FULL HEIGHT

WHEN OPENING

EXCEEDS 5'-4"

WALL SECTION

SEE GENERAL

NOTES & SECTIONS

SEE GENERAL

NOTES & SECTIONS

T/FTG EL,

SEE PLAN

T/WALL EL,

SEE PLAN

VERT WALL REINF, LINTEL,

SEE

MASONRY

BOND BEAM

A S

R E

Q 'D

S E

E N

O T

E

S E

E N

O T

E

L A

P

L A

P

1-#5 FULL HEIGHT,

GROUT CELL FULL

DOOR OPNG

WINDOW OR

DOWELS TO

MATCH VERT

REINF

S E

E P

L A

N

TYP WALL OPENING

3/S1.01

3/S1.01 4/S1.01

DESIGNED:

CADD:

TECH REVIEW:

DATE:

SUB SHEET NO: TITLE OF SHEET: DRAWING NO.

PMIS/PKG NO.

OF

A/E FIRM:

PRIME:

SHEET

SUB:

HENRY

ADAMS, LLC.

BALTIMORE, MD

WALKER

ARCHITECTS,

GAINESVILLE, FL

/1

/2

:1

:3

P

M

JWL

FPA

03/14/2024

S1.01ABB

FLOOR PLAN, ELEVATION AND

DETAILS

NPS - NATCHEZ MAINTENANCE

FACILITY RENOVATION

LEVEL 1 FLOOR PLAN

SOUTH ELEVATION - NEW WORK

NO SCALE

TYP INFILL AT CMU OPENING

NO SCALE

TYP MASONRY LINTEL

NO SCALE

TYP REINF MASONRY WALL

Zac Lane, PE #20786

25 69

323963

S1.01

S1.01

S1.01

S1.01 SCALE A

S1.01 SCALE A

SCALE A 8 0 8 16

1/8" = 1'-0" zac Text Box This file has been digitally signed and sealed by Zachary Paul Lane a Mississippi Licensed Professional Engineer, License No. 20786, on the date of the electronic signature. Printed copies of this document are not considered signed and sealed. The signature must be verified on any electronic copies.

zac Image