S-001-GENERAL NOTES.pdf

DESIGN CRITERIA

GOVERNING BUILDING CODE: IBC 2021, APPLICABLE UFC'S

BUILDING RISK CATEGORY: II

DESIGN LOADS:

DEAD LOADS:

ROOF SYSTEM ..................................................... 20 PSF SUPERIMPOSED

10 PSF ROOF SYSTEM

10 PSF FUTURE PV PER NGB

FRAMING................................................................ ACTUAL WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

INSULATION........................................................... 1 PSF

CEILING COLLATERAL........................................... 3 PSF

MISC/MECH COLLATERAL..................................... 5 PSF

LIVE LOADS:

ROOF (NON-REDUCIBLE)....................................... 20 PSF

MECHANICAL PLATFORMS.................................... 150 PSF

MECHANICAL FLOOR ............................................. 250 PSF

ALL OTHER FLOORS .............................................. 100 PSF

CONCENTRATED POINT LOADS

STRUCTURAL SLAB (ACCESS FLOOR PANEL) 1225 LBS

SNOW LOAD: (ASCE 7-10)

BASIC GROUND SNOW LOAD, (P g)...................... 5 PSF

TERRAIN CATEGORY............................................. C

ROOF EXPOSURE................................................... FULL

EXPOSURE FACTOR, (Ce)...................................... 1.0 THERMAL FACTOR, (Ct)......................................... 1.0 SLOPE FACTOR, (Cs).............................................. 1.0 IMPORTANCE FACTOR, (Is).................................... 1.0 SLOPED ROOF SNOW, (P s).................................... N/A

WIND LOAD: (ASCE 7-16)

BUILDING DESIGN:

BASIC WIND SPEED................................................. 108 MPH

EXPOSURE CATEGORY........................................... C

IMPORTANCE FACTOR, (lw).................................... 1.0 TOPOGRAPHIC FACTOR, (Kzt)............................... 1.0

BUILDING ENCLOSURE CATEGORY....................... ENCLOSED BUILDING

SEISMIC DESIGN DATA: (ASCE 7-16)

SHORT PERIOD ACCELERATION, Ss ................... 0.05 g LONG PERIOD ACCELERATION, S1...................... 0.02 g

SOIL SITE CLASS ................................................... D

SITE COEFFICIENT, Fa ........................................... 1.6 SITE COEFFICIENT, Fv .......................................... 2.4 DESIGN SPECTRAL ACCELERATION, S Ds ............ 0.054 g DESIGN SPECTRAL ACCELERATION, S D1 ........... 0.032 g

SEISMIC DESIGN CATEGORY .............................. A

ANALYSIS METHOD................................................ EQUIVALENT LATERAL FORCE

SEISMIC FORCE RESISTING SYSTEM.................. STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

DESIGN BASE SHEAR............................................ 62 kips R=3.0, Ω=3.0, Cd=3.0, IE=1.0, Cs=0.066

TEMPERATURE:

STRUCTURE SHALL BE ANALYZED FOR T = +110,-0 °F (±55 °F TOTAL ΔT )

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ANCH ANCHOR

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AT ANTI-TERRORISM

AWS AMERICAN WELDING SOCIETY

BM BEAM

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

BR BRACING

BRG BEARING

BTWN BETWEEN

CJ CONSTRUCTION JOINT

CENTER LINE

CL CENTER LINE

CL COLLATERAL LOAD

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONNX CONNECTION

CONT CONTINUOUS

COORD COORDINATE

CR CENTER OF RADIUS

DBA DEFORMED BAR ANCHOR

DBE DECK BEARING ELEVATION

DEG DEGREE

db DIAMETER BAR

DIA DIAMETER

DL DEAD LOAD

DN DOWN

DWLS DOWELS

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATION

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXP EXPANSION

ºF/C DEGREES FAHRENHEIT/CELSIUS

FF FINISH FLOOR

FFE FINISHED FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FLG FLANGE

FND FOUNDATION

FT FOOT/FEET

FTG FOOTING

FS FAR SIDE

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

IN INCH/INCHES

JB JOIST BEARING

JST JOIST

JT JOINT

LBS POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSH LONG SIDE HORIZONTAL

LSSH LONG SLOTTED HOLES

MBM METAL BUILDING MANUFACTURER

MFR MANUFACTURER

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFG MANUFACTURER

MIN MINIMUM

MPH MILES PER HOUR

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OVS OVERSIZED

PERIM PERIMETER

PL PLATE

± PLUS/MINUS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

REF REFER

REINF REINFORCE/REINFORCING

REQ'D REQUIRED

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FEET

SIM SIMILAR

SJ SAWCUT JOINT

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SSLT SHORT SLOTTED HOLES

SSMA STEEL STUD MANUFACTURERS

ASSOCIATION

STD STANDARD

STIFF STIFFENER

TO TOP OF

TOF TOP OF FOUNDATION/FOOTING

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WL WIND LOAD

WP WORKING POINT

WWF WELDED WIRE FABRIC

WWR WELDED WIRE REINFORCEMENT

ABBREVIATIONS

MATERIAL DESIGN VALUES

CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,

NORMAL WEIGHT, UNLESS NOTED OTHERWISE)

SLABS ON GRADE AND FOUNDATIONS....................... 4,000 PSI

ALL OTHER STRUCTURAL CONCRETE, UNO.............. 4,000 PSI

CONCRETE REINFORCEMENT(MINIMUM YIELD STRENGTH)

ALL DEFORMED BARS, UNLESS NOTED OTHERWISE.

(ASTM A615, GRADE 60).......................................... Fy = 60,000 PSI WELDED WIRE FABRIC (ASTM A185).......................... Fy = 60,000 PSI SMOOTH BARS (ASTM A82).......................................... Fy = 70,000 PSI DEFORMED BAR ANCHORS (ASTM A706)................... Fy = 60,000 PSI

STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)

WIDE FLANGES (ASTM A992 OR A572, GR. 50).......... Fy = 50,000 PSI HSS RECTANGULAR (ASTM A500, GRADE C).............. Fy = 50,000 PSI PIPES (ASTM A53, GRADE B)........................................ Fy = 35,000 PSI

BASE PLATES AND EMBED PLATES (ASTM A572)...... Fy = 50,000 PSI ALL OTHER PLATES (ASTM A36).................................. Fy = 36,000 PSI

ANCHOR RODS

(ASTM F 1554, WELDABLE GRADE 55).................... Fy = 55,000 PSI

COLD FORMED STRUCTURAL SHAPES....................... Fy = 33,000 PSI (MIN)

ALL OTHER SHAPES, UNLESS NOTED

OTHERWISE (ASTM A36).......................................... Fy = 36,000 PSI

MISCELLANEOUS NOTES

1.

2.

3.

4.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH

PROJECT SPECIFICATIONS AND ALL OTHER DISCIPLINE

CONSTRUCTION DOCUMENTS.

IF THERE IS CONFLICTING INFORMATION, THE MORE STRINGENT

SHALL BE ASSUMED. IF THERE IS NOT A CLEAR INTENT,

CONTACT THE ARCHITECT/ENGINEER OF RECORD.

GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE ENTIRE

PROJECT AND CONVEY ENGINEERING INTENT. SPECIFIC

DETAILS ARE NOT DRAWN FOR EVERY CONDITION OF

CONSTRUCTION OR ASSEMBLY. MANY CONDITIONS SIMILAR TO

THOSE DEPICTED EXIST AND THOSE SIMILAR CONDITIONS ARE

INCLUDED IN THE CONTRACT SCOPE OF WORK. THE

CONTRACTOR SHALL INCLUDE COST OF THE WORK FOR THESE

SIMILAR CONDITIONS. FUTURE CLARIFICATION OF DETAILS

SHALL NOT BE THE BASIS OF ADDITIONAL COMPENSATION FOR

THE CONTRACTOR.

REFERENCE DATUM ELEVATION 100'-0" IS EQUAL TO THE ACTUAL

FINISH FLOOR ELEVATION PROVIDED BY CIVIL. REFERENCED

ELEVATIONS ARE BASED ON THIS DATUM ELEVATION.

CONSTRUCTION NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING

STRUCTURES MUST BE VERIFIED IN THE FIELD AS REQUIRED FOR NEW

CONSTRUCTION. SIGNIFICANT DISCREPANCIES SHALL BE REPORTED

TO THE ARCHITECT/ENGINEER OF RECORD.

THE SPECIFIED DIMENSIONS ON THE DRAWINGS SHALL GOVERN,

SCALING DRAWINGS IS AT THE RISK OF THE CONTRACTOR.

CONTACT THE ARCHITECT/ENGINEER OF RECORD IF INTERFERING

PIPES, UTILITIES, OR FIXTURES ARE IDENTIFIED THAT MAY IMPACT

CONSTRUCTION.

THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL SHORING, PROPS,

AND GUYS REQUIRED FOR THE TEMPORARY SUPPORT OF THE

EXISTING OR NEW STRUCTURE AND SAFELY REMOVE SAME AFTER

COMPLETION.

THE CONTRACTOR IS HELD RESPONSIBLE FOR PROTECTION OF

PERSONNEL AND EQUIPMENT DURING THE COURSE OF OPERATIONS

ACCORDING TO CURRENT SAFETY REGULATIONS.

THE CONTRACTOR SHALL SUBMIT COPIES OF SHOP DRAWINGS OF ALL

NEW WORK TO THE ENGINEER OF RECORD FOR REVIEW.

THE CONTRACTOR SHALL REPAIR ALL EXISTING WORK WHICH HAS

BEEN DAMAGED BY THE CONSTRUCTION OPERATIONS AND REMOVE

ALL DEBRIS FROM THE SITE AFTER COMPLETION OF THE PROJECT.

THE CAPACITY OF SUPPORTING STRUCTURE SHALL BE VERIFIED PRIOR

TO LOADING WITH CONSTRUCTION MATERIAL AND CONSTRUCTION

EQUIPMENT.

THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL

EQUIPMENT AND OPENING FRAMING WITH THE ACTUAL PURCHASED

EQUIPMENT.

CONTRACTOR TO FOLLOW MANUFACTURERS RECOMMENDED

SPECIFICATION AND INSTALLATION PROCEDURES. IF THE

MANUFACTURER RECOMMENDATIONS CONFLICT WITH THE CONTRACT

DOCUMENTS, CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER

OF RECORD TO RESOLVE DISCREPANCIES.

FIELD CUTTING AND NOTCHING OF NEW OR EXISTING STRUCTURAL

MEMBERS IS NOT PERMITTED BY OTHER TRADES WITHOUT APPROVAL

FROM THE ENGINEER OF RECORD ON A CASE-BY-CASE BASIS.

CONCRETE CONSTRUCTION NOTES

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2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

ALL DETAILING, FABRICATION AND PLACING OF REINFORCING

BARS, UNLESS NOTED OTHERWISE, SHALL FOLLOW THE LATEST

EDITION ACI DETAILING MANUAL, DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT, ACI MANUAL OF ENGINEERING

AND PLACING DRAWINGS FOR REINFORCED CONCRETE

STRUCTURES, ACI SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS AND THE PROVISIONS OF ACI

"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"

(ACI 318-APPLICABLE EDITION).

UNLESS NOTED OTHERWISE, LAP SPLICES OR EMBEDMENT

LENGTHS SHALL CONFORM TO ACI REQUIREMENTS FOR CLASS B

SPLICES. REFER TO REINFORCEMENT LAP LENGTH SCHEDULE.

UNLESS NOTED OTHERWISE, CONCRETE COVER OVER STEEL

REINFORCEMENT SHALL CONFORM TO MINIMUM REQUIRED BY

ACI 318-APPLICABLE EDITION.

AT INTERSECTING FOUNDATIONS AND WALLS EXTEND ALL

HORIZONTAL REINFORCING OF THE INTERSECTING MEMBER

BEYOND THE POINT OF INTERSECTION TO THE OPPOSITE FACE

AND BEND TO A STANDARD 90 DEGREE HOOK, OR PROVIDE

BENT DOWELS OF EQUAL SIZE AND SPACING AND LAP AS

REQUIRED BY NOTE 2 (BUT NOT LESS THAN 24") IN EACH

DIRECTION. REFER TO TYPICAL CONCRETE PLAN DETAIL.

TOP STEEL REINFORCING OF CONT FOOTINGS SHALL PASS

THROUGH THE CONFINED CORE OF THE COLUMN FOOTING.

BOTTOM STEEL REINFORCING OF FOOTINGS SHALL PASS

THROUGH THE CONFINED CORE OF THE COLUMN FOOTING.

FOOTING TIE/STIRRUPS SHALL START WITHIN 3" OF FACE OF

COLUMN FOOTING.

ALL REINFORCING SHALL BE SUPPORTED FROM THE INTERIOR

OF THE CONCRETE ELEMENTS. PROVIDE ALL STANDS

REQUIRED TO ADEQUATELY HOLD REINFORCEMENT IN PLACE

DURING CONCRETE PLACEMENT.

HARD FORM SIDES OF ALL GRADE BEAMS IN CONTACT WITH

EARTH TO ENSURE MINIMAL FRICTION AT THE INTERFACE TO

ALLOW FOR VERTICAL SOIL MOVEMENT.

A SINGLE CONCRETE POUR SHALL NOT EXCEED 100 FEET FOR

GRADE BEAMS AND WALLS NOR 50 FEET FOR TRENCHES.

CONSTRUCTION JOINTS SHALL BE LOCATED BETWEEN 1/4

POINT AND 1/3 POINT OF A SPAN, WHERE A SPAN IS ASSUMED

TO BE THE COLUMN SPACING. REFER BULKHEAD DETAIL.

PROVIDE SLEEVES IN FOOTINGS, BEAMS, SLABS AND WALLS

FOR ALL PENETRATIONS (DO NOT DRILL). LOCATIONS MUST BE

APPROVED BY ARCHITECT-ENGINEER. PIPE PENETRATIONS

THROUGH FOOTINGS SHALL NOT INTERRUPT THE LONGITUDINAL

REINFORCEMENT OF THE GRADE BEAMS.

POST INSTALLED DOWELS INTO CONCRETE SHALL UTILIZE A

DRILLED AND EPOXIED SYSTEM, UNLESS NOTED OTHERWISE.

SUBSTITUTION REQUESTS SHALL PROVIDE CALCULATIONS AND

DEMONSTRATE PRODUCT APPLICABILITY BY ICC ESR SHOWING

COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC

USE, LOAD RESISTANCE, INSTALLATION CATEGORY, AND ANY

OTHER RELEVANT PROJECT CONDITIONS.

UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS,

PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES.

PROVIDE CONCRETE EQUIPMENT PADS OF SIZE REQUIRED FOR

EQUIPMENT FURNISHED. SEE MECHANICAL AND ELECTRICAL

DRAWINGS FOR NUMBER, SIZE AND LOCATION OF SUCH PADS

ON THE FLOOR SLAB UNLESS OTHERWISE SHOWN. MINIMUM

THICKNESS SHALL BE 4". MINIMUM REINFORCING SHALL BE #4

BARS AT 12" ON CENTER EACH WAY. TOOLED OR CHAMFERED

EDGES SHALL BE PROVIDED AT ALL MECHANICAL PADS.

THE SIZE AND LOCATION OF ALL EQUIPMENT PADS, FLOOR PITS,

TRENCH DRAINS AND OPENINGS FOR ALL DUCTS AND PIPES

THROUGH FLOOR SLABS AND FOOTINGS SHALL BE VERIFIED

WITH THE MECHANICAL AND ELECTRICAL CONTRACTORS

REQUIREMENTS PRIOR TO PLACEMENT.

ALL JOINTS IN PITS AND TRENCHES SHALL BE KEYED.

WATERSTOPS SHALL BE INSTALLED IN ALL CONSTRUCTION

JOINTS. ALL PITS AND TRENCHES SHALL BE WATER-PROOFED.

ALL CONCRETE SLAB ACCESSORIES (TRENCHES, GRATING,

EMBEDDED ITEMS, ETC.) SHALL BE DESIGNED FOR THE UNIFORM

AND CONCENTRATED LIVE LOADS INDICATED IN THE DESIGN

CRITERIA.

LOCALLY SLOPE THE SLAB TO FLOOR DRAINS WITH AN 18"

RADIUS AROUND THE DRAIN BODY. REFER PLUMBING FOR

ADDITIONAL FLOOR DRAIN INFORMATION.

REFER TO THE PLUMBING SPECIFICATIONS FOR THE USE OF

SLEEVES AND SEALANTS AT PLUMBING PENETRATIONS

THROUGH THE STRUCTURALLY SUSPENDED SLAB.

STEEL DECK & JOISTS NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

AT ROOF LEVELS, THE DECK SHALL BE ATTACHED TO SUPPORTS

AS DEFINED IN PLAN NOTES.

ALL STEEL DECK SHALL SPAN A MINIMUM OF (3) SPANS IN THE

DIRECTION SHOWN ON THE FRAMING PLANS.

ROOF STEEL DECK SHALL CONSIST OF 18 GAGE, 1 1/2 INCH WIDE

RIB GALVANIZED DECKING (TYPE B) WITH RIB SPACING AT 6

INCHES ON CENTER. PROPERTIES SHALL MEET OR EXCEED THE

SDI SPECIFIED MINIMUM.

THE JOIST MANUFACTURER AND ERECTOR SHALL PROVIDE

ADDITIONAL BRIDGING DURING CONSTRUCTION SEQUENCING AS

REQUIRED BY THE CURRENT SJI SPECIFICATIONS AND OSHA

REQUIREMENTS.

JOIST MANUFACTURER TO PROVIDE BRIDGING AS REQUIRED

FOR ALL LOADING CONDITIONS.

BETWEEN PANEL POINTS OF STEEL JOISTS THE CHORD

MEMBERS SHALL SUPPORT 100 LB VERTICAL LOADS WITHOUT

REINFORCEMENT OF THE CHORD. OFF PANEL POINT LOADING IN

EXCESS OF 100 LBS WILL REQUIRE JOIST CHORD REINFORCING.

NO VERTICAL LOAD SHALL BE IMPOSED ON THE BRIDGING. NO

LOAD SHALL BE APPLIED TO A JOIST THAT EXCEEDS THE

CAPACITY OF THE JOIST.

JOISTS AND BRIDGING SHALL BE DESIGNED BY THE JOIST

MANUFACTURER FOR THE LOADS SHOWN IN THE DIAGRAMS,

NOTES AND SCHEDULES SHOWN IN THE STRUCTURAL

DRAWINGS.

JOIST TOP CHORD EXTENSIONS SHALL BE DESIGNED FOR THE

SAME GRAVITY LOADS AS THE REMAINDER OF THE JOIST.

BRIDGING ANGLES SHALL BE X-BRACED AT EACH END OF A ROW

OF BRIDGING AND AT ANY DISCONTINUITIES WITHIN THE ROW.

IN ADDITION TO THE ATTACHMENT AT SUPPORTING BEAMS AND

JOIST, THE SPECIFIED DECK ATTACHMENT APPLIES AT BENT

PLATES AND ANGLES IN CONTACT WITH THE DECK.

STEEL CONSTRUCTION NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND

ERECTED IN ACCORDANCE WITH THE APPLICABLE EDITIONS OF

THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES" AND THE AISC "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS", AND AS SUPPLEMENTED BY THESE GENERAL

NOTES IN ADDITION TO THE PROJECT SPECIFICATIONS.

THE STEEL CONTRACTOR SHALL FURNISH ERECTION BOLTS AS

REQUIRED FOR FIELD CONNECTIONS.

ALL BEAMS THAT ARE REQUIRED TO HAVE CAMBER SHALL BE

FABRICATED WITH CAMBERS UPWARD. BEAMS WITHOUT

SPECIFIED CAMBER SHALL BE FABRICATED SUCH THAT AFTER

ERECTION ANY CAMBER DUE TO ROLLING OR SHOP

FABRICATION IS UPWARD.

ALL SHOP AND FIELD WELDS SHALL BE MADE IN ACCORDANCE

WITH THE ANSI/AWS "D1.1 STRUCTURAL WELDING CODE -

STEEL", APPLICABLE EDITION.

UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM A325-N

WITH SUITABLE WASHERS AND NUTS.

SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED

ANCHORS SHOWN ON THE DRAWING WILL NOT BE PERMITTED.

CUTS, HOLES, COPING, ETC. REQUIRED FOR WORK OF OTHER

TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE

IN THE SHOP. CUTS OR BURNING OF HOLES IN STRUCTURAL

STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

THE ERECTION CONTRACTOR SHALL SURVEY ANCHOR RODS

AND REPORT ANY DISCREPANCIES FROM THE CONTRACT

DOCUMENTS TO THE ARCHITECT-ENGINEER. ALL CORRECTIONS

TO WORK MUST BE APPROVED IN WRITING BY THE ARCHITECT-

ENGINEER PRIOR TO THE START OF ERECTION.

ALL STRUCTURAL STEEL EMBEDDED IN CONCRETE, SHALL BE

HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.

ANCHOR RODS, BASE PLATES, AND THE BOTTOMS OF COLUMNS

WITHIN THE BLOCKOUT CONCRETE DO NOT REQUIRE HOT-DIP

GALVANIZING.

ALL ADDITIONAL FRAMING REQUIRED TO SUPPORT OR BRACE

MECHANICAL OR ELECTRICAL EQUIPMENT OR PIPING NOT

SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE SUPPLIED

BY THE MECHANICAL OR ELECTRICAL CONTRACTOR AT NO

ADDITIONAL COST TO THE OWNER.

REINFORCED MASONRY NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

ALL CMU SHALL BE 1 OR 2-CELL BLOCK.

MASONRY DESIGN STRENGTH, f ’m = 2,000 PSI.

MINIMUM MORTAR COMPRESSIVE STRENGTH SHALL BE 2,000 PSI

AT 28 DAYS.

CELLS WHICH CONTAIN REINFORCING STEEL SHALL BE FILLED

SOLIDLY WITH 2,000 PSI COARSE GROUT MEETING THE

REQUIREMENTS OF ASTM C476.

VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL

ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED

CONTINUOUS VERTICAL CELL NOT LESS THAN 2 INCHES BY 3

INCHES IN PLAN DIMENSION.

SLAB DOWELS SHALL BE INSTALLED PER THE CMU DETAILS.

LOCATION OF CONTROL JOINTS SHALL BE AS SHOWN ON CMU

ELEVATION SHEETS AND DETAILS OF CONTROL JOINTS SHALL

BE AS SHOWN, REFER TO TYPICAL MASONRY DETAILS.

REFER TO ARCHITECTURAL DRAWINGS FOR ALL CMU WALL

INFORMATION NOT SHOWN IN STRUCTURAL.

VERTICAL WALL REINFORCING SHALL USE #5 BARS AT 32 INCHES

ON CENTER. VERTICAL REINFORCING SHALL EXTEND

CONTINUOUSLY FROM THE TOP OF THE SLAB TO EMBED AT

LEAST 6 INCHES INTO FLOOR OR ROOF DIAPHRAGM BOND BEAM.

LAP SPLICES OF 60 BAR DIAMETERS ARE REQUIRED.

DIAPHRAGM BOND BEAMS SHALL BE DEFINED AS THE BOND

BEAM AT THE FLOOR/ROOF LEVEL OR WHERE ANGLE KICKERS

ARE PROVIDED.

BOND BEAM REINFORCING SHALL USE (2)-#4 BARS AND SHALL

RUN CONTINUOUS THROUGHOUT. CORNER BARS SHALL BE

PROVIDED AND LAP SPLICES OF 40 BAR DIAMETERS ARE

REQUIRED. BOND BEAMS SHALL EXIST AT THE BOTTOM, TOP,

AND INTERMEDIATE (EVERY 6TH COURSE OR CLOSER PER

DETAILS). COORDINATE WITH ARCHITECTURAL REQUIREMENTS.

AN ADDITIONAL VERTICAL BAR OF THE SAME SIZE AND LENGTH

AS THE NORMAL REINFORCING BAR SHALL BE PLACED:

A. ON EACH SIDE OF CONTROL JOINTS

B. AT ALL WALL INTERSECTIONS OF EXTERIOR WALLS

C. AT ALL DISCONTINUOUS EDGES

D. AT ALL DOOR AND WINDOW JAMBS

E. AS SHOWN ON STRUCTURAL DRAWINGS

THE ONLY OPENING IN CMU WALLS NEEDED IS THAT FOR AN

HVAC DUCT. AT THAT LOCATION USE A STANDARD BOND BEAM

WITH (2)-#4 AS A LINTEL.

POST-INSTALLED DOWEL OR ANCHOR APPLICATIONS INTO

GROUTED MASONRY CELLS SHALL UTILIZE A DRILLED AND

EPOXIED SYSTEM, UNLESS NOTED OTHERWISE. SUBSTITUTION

REQUESTS SHALL PROVIDE CALCULATIONS AND DEMONSTRATE

PRODUCT APPLICABILITY BY ICC ESR SHOWING COMPLIANCE

WITH THE RELEVANT BUILDING CODE FOR SEISMIC USE, LOAD

RESISTANCE, INSTALLATION CATEGORY, AND ANY OTHER

RELEVANT PROJECT CONDITIONS.

SOILS/FOUNDATION NOTES

1.

2.

3.

4.

5.

FOUNDATION RECOMMENDATIONS ARE BASED ON THE

GEOTECHNICAL REPORT PREPARED BY ROCK ENGINEERING

AND TESTING LABORATORY, INC. DATED MAY 29, 2019 FOR

PROPOSED MISSION TRAINING CENTER JBSA LACKLAND -

KELLY FIELD ANNEX, SAN ANTONIO, TEXAS, PROJECT

NO.:219148.

ALLOWABLE UNDERREAMED DRILLED PIER FOUNDATION

CAPACITY (21 FT BELOW EXISTING GRADE):

END BEARING ………………………………..10,500 PSF

FLOOR SLABS AND GRADE BEAMS SHALL BE CONSTRUCTED

ON 12" VOID FORMS. THE BUILDING SLAB SHALL BE PLACED

OVER A VAPOR RETARDER AS SPECIFIED IN THE

SPECIFICATIONS.

AFTER EXCAVATING, GRADE BEAMS SHOULD BE INSPECTED

AND CONCRETE PLACED AS QUICKLY AS POSSIBLE TO AVOID

EXPOSURE TO WETTING AND DRYING.

WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

EXCAVATIONS OR NEAR THE FOUNDATIONS AND FLOOR SLAB

AREAS OF THE BUILDINGS DURING CONSTRUCTION.

POST-INSTALLED ANCHOR NOTES

1.

2.

3.

POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE

SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN

APPROVAL FROM ENGINEER OF RECORD (EOR) PRIOR TO USING

POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED

ANCHORS.

CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING

REINFORCING WHEN DRILLING HOLES. HOLES SHALL BE DRILLED

AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS.

ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S

INSTALLATION INSTRUCTIONS AT NOT LESS THAN MINIMUM

EDGE DISTANCES AND/OR SPACINGS INDICATED IN THE

MANUFACTURER'S LITERATURE.

SPECIAL INSPECTION SHALL BE PROVIDED FOR ALL ADHESIVE

AND MECHANICAL ANCHOR INSTALLATIONS AS REQUIRED BY

THE EOR. INDEPENDENT ON-SITE PROOF LOAD TESTING SHALL

BE PERFORMED AS REQUIRED BY THE EOR. CONTACT EOR FOR

NUMBER OF ANCHORS REQUIRED TO BE TESTED AND REQUIRED

PROOF LOAD MAGNITUDE.

COLD-FORMED FRAMING NOTES:

1.

2.

COLD-FORMED FRAMING SHALL CONFORM WITH THE NORTH

AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS AISI S100-2007.

COLD-FORMED METAL FRAMING SHALL BE 16 GA MINIMUM

THICKNESS.

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

405.840.2931 | fsb-ae.com

Frankfurt-Short-Bruza Associates,P.C.

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

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SA

Ke lly A nn ex , T ex as

Te xa s Ai r N at io na l G ua rd 9t h

FW

F- M iss io n Tr ain in g Ce nt er (M

TC

C :\U sers\nolm stead\D ocum ents\90310_Stru_nolm steadFK74B.rvt 09/13/24 16:34:03

15 AUGUST 2024

GENERAL NOTES

S-001

BJW

CGH

CGH

1 Addendum 02 09/16/2024