S-001 GENERAL STRUCTURAL NOTES.pdf

SYMBOLS & ABBREVIATIONS:

AB ANCHOR BOLT

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

ARCH ARCHITECTURAL

B/ BOTTOM OF

BC BOTTOM CHORD

BLDG BUILDING

BM BEAM

BOTT BOTTOM

BRG BEARING

BTW BETWEEN

CACB CRUSHED AGGREGATE BASE COURSE

CCJ CONTRACTION CONTROL JOINT

CFMF COLD FORMED METAL FRAMING

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

D DEEP

DBA DEFORMED BAR ANCHOR

DET DETAIL

DIA DIAMETER

E ELECTRICAL

EA EACH

EJ EXPANSION JOINT

EL ELEVATION

EMBED EMBEDMENT

EOD EDGE OF DECK

EP EMBEDDED PLATE

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FTG FOOTING

FV FIELD VERIFY

GALV GALVANIZED

GFGI GOVERNMENT FURNISHED

GOVERNMENT INSTALLED

GR GRADE

HDG HOT DIPPED GALVANIZED

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STEEL SECTION

HT HEIGHT

IAW IN ACCORDANCE WITH

IF INSIDE FACE

IMP INSULATED METAL PANEL

INT INTERIOR

JT JOINT

KSI KIPS PER SQUARE INCH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LSV LONG SIDE VERTICAL

LT GA LIGHT GAGE

M MECHANICAL

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

OAE OR APPROVED EQUAL

OC ON CENTER

OF OUTSIDE FACE

OH OPPOSITE HAND

P PLUMBING

PAF POWDER ACTUATED FASTENER

PL PLATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R RADIUS

REINF REINFORCEMENT

SDST SELF-DRILLING SELF-TAPPING

SIM SIMILAR

SLV SHORT LEG VERTICAL

STD STANDARD

STL STEEL

T&B TOP AND BOTTOM

T/ TOP OF

TH THICK

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W WIDE

W/ WITH

WF WIDE FLANGE

WP WORK POINT

DESIGN PER INTERNATIONAL BUILDING CODE, 2015, AS MODIFIED BY UFC 3-301-01 (CHANGE 4, 1 NOV 2018)

A. DEAD LOADS: (INCLUDING COLLATERAL AND FRAMING WEIGHT)

TYPICAL ROOF, UNO........................................................................................................................20 PSF

B. LIVE LOADS:

ROOF:

TYPICAL, U.N.O. ................................................................................................................................20 PSF (REDUCIBLE, PER CODE) FLOOR................................................................................................................................................200 PSF (3,000 LBS CONCENTRATED)

C. WIND LOADS: (BASED ON ASCE 7-10)

BASIC WIND SPEED (V_ult)..............................................................................................................120 MPH BASIC WIND SPEED (V_nom)...........................................................................................................93 MPH WIND RISK CATEGORY....................................................................................................................III WIND EXPOSURE CATEGORY........................................................................................................C INTERNAL PRESSURE COEFFICIENT.............................................................................................+/- 0.18

COMPONENTS AND CLADDING PRESSURES....SEE S-003

D. SEISMIC DESIGN DATA: (BASED ON ASCE 7-10)

SEISMIC IMPORTANCE FACTOR.....................................................................................................Ie = 1.25 MAPPED SPECTRAL RESPONSE (SHORT PERIOD).....................................................................Ss = 0.19 MAPPED SPECTRAL RESPONSE (1 SECOND PERIOD)...............................................................S1 = 0.06 SITE CLASSIFICATION......................................................................................................................D SPECTRAL DESIGN ACCELERATION (SHORT PERIOD)..............................................................SDS = .203 SPECTRAL DESIGN ACCELERATION (1 SECOND PERIOD)........................................................SD1 = .096 SEISMIC DESIGN CATEGORY.........................................................................................................B SEISMIC RESIST. SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS..................R = 2

E. SNOW LOADS

SNOW EXPOSURE FACTOR............................................................................................................Ce = 1.0 SNOW IMPORTANCE FACTOR........................................................................................................Is = 1.10 THERMAL FACTOR...........................................................................................................................Ct = 1.0 GROUND SNOW LOAD.....................................................................................................................20 PSF FLAT ROOF SNOW LOAD.................................................................................................................16 PSF

F. THE LATERAL LOAD RESISTING SYSTEM IS EXISTING ORDINARY REINFORCED MASONRY SHEAR WALLS.

STRUCTURAL DESIGN CRITERIA:

CONCRETE MASONRY UNITS NOTES

A. ALL MASONRY WORK SHALL CONFORM TO BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE

5) AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1/ASCE 6).

B. CONCRETE MASONRY UNITS SHALL BE ASTM C90, NORMAL-WEIGHT AGGREGATE, WITH f'm = 2,000 PSI.

C. MORTAR SHALL CONFORM TO ASTM C270 TYPE S TYPICAL WITH TYPE M USED BELOW GRADE (U.O.N.). MORTAR STRENGTH: TYPE S: f'm = 1,800 PSI, TYPE M: f'm = 2,500 PSI

D. GROUT SHALL BE 3000 PSI STRENGTH AT 28 DAYS. GROUT SOLID ALL CELLS WITH REINFORCING OR EMBEDDED BOLTS.

E. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. COLD DRAWN STEEL WIRE SHALL CONFORM TO ASTM

A82. LAP ALL CONTINUOUS BARS PER TABLE ON THIS SHEET.

F. METAL ANCHORS AND TIES SHALL BE OF CORROSION RESISTANT METAL HOT DIPPED GALVANIZED.

G. JOINT REINFORCING SHALL BE 9 GAGE DEFORMED LONGITUDINAL WIRES AND SMOOTH CORROSION RESISTANT CROSS WIRES. SPACE AT 16" O.C. VERTICAL. PLACE REINFORCEMENT 5/8" CLEAR FROM EXPOSED FACES AND 1/2"

CLEAR FROM INTERIOR FACES OF MASONRY.

H. CONCRETE MASONRY BOND BEAMS SHALL BE VERTICALLY SPACED AT 8'-0" ON CENTER MAXIMUM. PROVIDE (2) #5 BARS

MIN. REINFORCING IN 8" BOND BEAMS (U.N.O.).

I. PROVIDE VERT. REINF. IN ONE VERT. CELL OF NEW CMU OPENINGS 4'-0" WIDE AND SMALLER, UNO. PROVIDE VERT.

REINF. IN EA. OF TWO CELLS IN JAMBS OF NEW CMU OPENINGS WIDER THAN 4'-0" UNO. REINF. TO MATCH THAT OF

WALL.

J. NON-LOAD BEARING CMU WALLS SHALL BE REINFORCED W/ (1)-#5 VERT. AT 4'-0" O.C. SEE PLAN FOR LOCATIONS.

K. BOND OF BLOCK SHALL BE RUNNING BOND UNLESS NOTED OTHERWISE.

L. MASONRY CELLS FILLED WITH GROUT SHALL BE GROUTED IN INCREMENTS NOT EXCEEDING 5'-0" VERTICALLY.

M. PROVIDE TEMPORARY BRACING FOR MASONRY WALLS UNTIL THEY ARE CONSTRUCTED TO THEIR FINAL DESIGN

CONDITION.

N. REFER TO SHEET S-502 FOR TYPICAL CMU DETAILS.

CMU LAP SPLICE/DEVELOPMENT LENGTHS

#3 l_d

#4

#5

24"

32"

40"

BAR SIZE l_dBAR SIZE

#6

#7

#8

54"

63"

72"

GENERAL STRUCTURAL NOTES:

A. THE STRUCTURAL NOTES SHALL GOVERN IN MATTERS COVERED ON THE STRUCTURAL DRAWINGS. SEE PROJECT SPECIFICATION AND OTHER DRAWINGS FOR FURTHER REQUIREMENTS. TOTAL PROJECT DEFINITION WILL BE PROVIDED BY COMBINING PROJECT SPECIFICATIONS, ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWING PACKAGES.

B. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE INDICATED. THEY DO NOT REPRESENT THE METHOD OF CONSTRUCTION. REFER TO DEMOLITION PLANS FOR EXTENT OF EXISTING STRUCTURE TO BE REMOVED.

STRUCTURAL DRAWINGS AND DETAILS REFLECT CONDITION OF EXISTING STRUCTURE AFTER DEMOLITION WORK IS

COMPLETED.

C. TAKE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SUCH MEASURES SHOULD INCLUDED, BUT NOT BE LIMITED TO TEMPORARY BRACING AND SHORING OR DEADLOADS, CONSTRUCTION LOADS, WIND LOADS ETC.

D. FOR TYPICAL DETAILS SHOWN BUT NOT REFERRED TO EXCEPT HEREIN, CONFORM TO ALL OF THE REQUIREMENTS OF

THESE DETAILS TO THE SAME EXTENT AS IF REFERRED TO BY DETAIL NUMBER.

E. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENINGS, SLEEVES, ETC.

NOT SHOWN ON THE STRUCTURAL DRAWINGS.

STRUCTURAL STEEL NOTES:

A. STRUCTURAL STEEL WORK SHALL COMPLY WITH THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360), BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION.

B. WELDING WORK SHALL COMPLY WITH THE WELDING CODE (AWS D1.1), BY THE AMERICAN WELDING SOCIETY. ALL WELDS SHALL BE

3/16" MINIMUM FILLET WELDS U.N.O. OR AS REQUIRED BY A.I.S.C.

C. STRUCTURAL WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A992, ASTM A572 OR ASTM A529, GRADE 50 (Fy = 50 KSI).

STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C (RECTANGULAR: Fy = 50KSI, ROUND: Fy = 46 KSI). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36KSI) EXCEPT AS OTHERWISE NOTED ON DRAWINGS.

D. ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE (U.N.O.). ALL OTHER BOLTS SHALL CONFORM TO ASTM F3125. HIGH STRENGTH LOAD INDICATOR BOLTS MAY BE USED AS AN OPTION. HEADED STUD ANCHORS SHALL CONFORM TO A108.

E. ALL STRUCTURAL SHOP AND FIELD WELDING SHALL BE MADE WITH ELECTRODES DESIGNATED BY E70XX LOW HYDROGEN AND SHALL

BE PERFORMED BY CERTIFIED WELDERS.

F.

G. ALL CONNECTIONS, U.N.O., SHALL BE MADE WITH 3/4" DIA. A325 BOLTS, DESIGNED AS TYPE "N" BEARING CONNECTIONS. THE MINIMUM NUMBER OF BOLTS IN ANY CONNECTION OF SECONDARY MEMBERS SHALL BE TWO 3/4" DIA. A325 BOLTS, U.N.O.

H. ANGLE FRAME MEMBERS AROUND TRENCHES, PITS, OPENINGS, ETC. SHALL BE MITERED, WELDED AND GROUND SMOOTH.

I. PROVIDE FRAMING OR REINFORCING AT OPENINGS IN ROOF AS SHOWN ON THE ROOF FRAMING PLAN AND AS DETAILED IN DETAIL A3/S-502. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR OPENINGS, SLEEVES, ETC. NOT SHOWN

ON THE STRUCTURAL DRAWINGS.

J. ALL STRUCTURAL STEEL MEMBERS, ANGLES, BARS, ANCHORS, ANCHOR BOLTS, ETC. EXPOSED TO WEATHER SHALL BE HOT-DIPPED

GALVANIZED PER ASTM A123 AFTER FABRICATION.

CONCRETE AND REINFORCING NOTES:

A. ALL CONCRETE WORK SHALL COMPLY WITH THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301), BY THE AMERICAN CONCRETE

INSTITUTE.

B. UNLESS NOTED OTHERWISE, THE 28 DAY COMPRESSIVE STRENGTH OF CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS:

C. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING

SHALL BE AS FOLLOWS:

FLOOR SLABS................................................................................................... 2 INCHES FROM TOP

D. ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH THE CURRENT EDITION OF THE CRSI MANUAL OF STANDARD PRACTICE AND ACI 318 DURING THE PLACEMENT OF CONCRETE.

E. PROVIDE CORNER BARS AT ALL BEAM AND WALL INTERSECTIONS. CORNER BARS SHALL BE THE SAME DIAMETER AS THE LARGER

INTERSECTING BARS.

F. ALL WALL FOOTING AND WALL STEEL SHALL BE CONTINUOUS WHERE POSSIBLE. TOP BARS SHALL BE SPLICED AT THE CENTER OF THE SPAN, BOTTOM BARS OVER SUPPORTS, AND OTHER HORIZONTAL TEMPERATURE BARS AS REQUIRED.

G. PROVIDE #4 x 3'-0" LONG DIAGONAL BARS AT ALL RE-ENTRANT CORNERS, TYP.

H. SEE ARCHITECTURAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND MECHANICAL PLANS FOR CAST-IN-PLACE BOLTS, INSERTS, ANCHORS, ETC. AND FOR ALL SLAB LEAVE-OUTS, SLOPES, DEPRESSIONS, SLEEVES, ETC.

I. WELDED REINFORCEMENT SHALL CONFORM TO AWS D1.4.

J. ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, U.N.O.

K. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" U.N.O.

L. CONCRETE REINFORCEMENT:

REINFORCING STEEL: ASTM A615, GRADE 60

REINFORCING STEEL: TO BE WELDED: ASTM A706, GRADE 60

WELDED WIRE REINF: ASTM A1064

M. REINFORCED BAR LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE:

CONCRETE USE f'c EXPOSURE CLASS (ACI 318-14 TABLE 19.3.2.1)

SLABS ON GRADE & SLAB

ON GRADE TOPPINGS

4000 PSI F1 / S0 / W1 / C0

EXTERIOR CONCRETE IN CONTACT

W/ SOIL & ALL OTHER CONCRETE

4500 PSI F2 / S0 / W1 / C1

3000 PSI CONCRETE

#3 28"

BAR SIZE TOP BARS

#4 37"

#5 47"

#6 56"

#7 81"

#8 93"

#9 105"

ALL

OTHERS

#10

#11

118"

131"

22"

29"

36"

43"

63"

72"

81"

91"

101"

CLASS "B" TENSION SPLICES

4000 PSI CONCRETE

#3 24"

BAR SIZE TOP BARS

#4 32"

#5 40"

#6 48"

#7 70"

#8 80"

#9 91"

ALL

OTHERS

#10

#11

102"

113"

19"

25"

31"

37"

54"

62"

70"

79"

87"

FOUNDATION NOTES

A. PROVIDE ALL TEMPORARY BRACING AND OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL

DURING CONSTRUCTION.

B. REMOVE ALL EXISTING MATERIALS TO A DEPTH SHOWN. THE UPPER 6 INCHES OF THE EXISTING SUBGRADE SHALL BE

COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY ACCORDING TO ASTM D 698.

C. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE.

D. FOUNDATIONS SHALL BEAR ON VERY WELL COMPACTED SATISFACTORY FILL, AS REFERENCED IN SPEC 31 00 00, OR UNDISTURBED SOIL. FOUNDATIONS HAVE A PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF.

E. ALL FOUNDATION WORK SHALL BE INSPECTED AND APPROVED FOR REQUIRED SOIL BEARING CAPACITY BY A COMPETENT

SOILS ENGINEER OR THEIR REPRESENTATIVE PRIOR TO PLACEMENT OF CONCRETE.

F. NO BACKFILLING SHALL BE DONE AGAINST FOUNDATION WALLS UNTIL THE CONCRETE HAS ATTAINED ITS 28 DAYS STRENGTH.

G. FOUNDATIONS SHALL BEAR A MINIMUM 24" BELOW FINISHED GRADE TO ACCOMMODATE 18 INCH FROST PENETRATION DEPTH.

A. ANTI-TERRORISM (AT) REQUIREMENTS FOR THIS FACILITY ARE PER THE UFC 4-010-01, DATED DECEMBER 12, 2018.

B. THE RENOVATION IS NOT REQUIRED TO BE BROUGHT INTO FULL COMPLIANCE WITH THE AT STANDARDS.

C. IMPLEMENTATION OF PROVISIONS OF STANDARD 10 AND STANDARD 12 ARE REQUIRED WHERE EXTERIOR GLAZING

AND EXTERIOR DOORS ARE BEING REPLACED, RESPECTIVELY.

ANTI-TERRORISM FORCE PROTECTION NOTES:

A. ALL COLD FORMED STEEL FRAMING SHALL BE DESIGNED PER THE AISI S100 - 12 "NORTH AMERICAN SPECIFICATION

FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".

B. THE MANUFACTURER SHALL BE RESPONSIBLE FOR THE DESIGN OF THE COLD-FORMED STEEL FRAMING SYSTEM INCLUDING SIZE, GAUGE, STRENGTH, SPACING OF MEMBERS, ANCHORAGE TO STRUCTURE, CONNECTIONS, ANGLES, CLIPS, BRACING, STRAPPING, BRIDGING, SUPPLEMENTARY FRAMING, FRAMING AT OPENINGS AND AT EXPANSION

JOINTS.

C. SUBMITTALS SHALL CLEARLY IDENTIFY ALL APPLICABLE CODES, LIST THE DESIGN CRITERIA AND SHOW ALL DETAILS

AND DRAWINGS NECESSARY FOR PROPER FABRICATION AND INSTALLATION.

D. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER WHO

SHALL BE THE DELEGATED ENGINEER.

E. THE FRAMING SYSTEM SHALL BE DESIGNED TO RESIST ALL APPLIED LOADINGS INCLUDING GRAVITY LOADS, CONSTRUCTION LOADS, WIND LOADS (HORIZONTAL AND VERTICAL) AND ALL OTHER LOADS AS REQUIRED BY THE

APPLICABLE BUILDING CODES.

F. THE FRAMING SYSTEM SHALL ACCOUNT FOR MOVEMENT OF THE STRUCTURE AND OTHER COMPONENTS, INCLUDING, BUT NOT LIMITED TO, DEFLECTION OF THE PRIMARY STRUCTURE, CONSTRUCTION TOLERANCES AND MAINTAINING

REQUIRED CLEARANCE AT OPENINGS

COLD-FORMED STEEL FRAMING:

1. DEFERRED SUBMITTALS CONSTITUTE ENGINEERING DOCUMENTS DELEGATED IN WRITING BY THE ENGINEER OF

RECORD TO A DELEGATED ENGINEER IAW IBC 107.3.4.

2. DEFERRED SUBMITTALS:

A. GIRDER CLAMP CONNECTIONS.

B. COLD-FORMED STEEL FRAMING.

1. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTALS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW AND FORWARD THEM TO THE CONTRACTING OFFICER WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTALS DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN

GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.

A. SUBMITTAL DOCUMENTS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS AND PLANS.

B. SUBMITTAL DOCUMENTS SHALL INCLUDE LAYOUTS, SECTIONS, DETAILS, CALCULATIONS, PRODUCT DATA, CERTIFICATES, AND OTHER RELATED DATA. DOCUMENTS SHALL BE ELECTRONICALLY SIGNED AND SEALED

BY A LICENSED PROFESSIONAL ENGINEER.

2. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE FABRICATED OR INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL

DOCUMENTS HAVE BEEN APPROVED BY THE CONTRACTING OFFICIAL.

DEFERRED SUBMITTALS:

US Army Corps of Engineers ®

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