General notes; ink on vellum

GENERAL NOTES
100. DESIGN CRITERIA
100.1 DESIGN BUILDING CODE:
1. 2001 FLORIDA BUILDING CODE
100.2 GRAVITY DESIGN LOADS:

1. UVE LOADS:
a. ROOF ......... ........................20 PSF
b. ELEVATED FLOORS ...... ....................40 PSF
c. SLAB ON GRADE . . . . . . . . . . 100 PSF
100.3 LATERAL LOADS:
1. WIND LOADS (2001 FBC, ASCE 7-98)
a. V = 110 MPH
b. EXPOSURE CATEGORY: B
c. ENCLOSURE CLASSIFICATION: "ENCLOSED"
d. BUILDING CATEGORY: II
e. IMPORTANCE FACTOR (I) = 1.0
f. INTERNAL PRESSURE COEFFICIENT: (GCpi) = M 0.18
g. COMPONENTS AND CLADDING PRESSURES: SEE
"COMPONENTS AND CLADDING WIND LOADS" TABLE, AND
"COMPONENTS AND CLADDING WIND PRESSURE
DIAGRAM"

110. GENERAL
110.1 THIS DRAWING HAS BEEN PRODUCED ENTIRELY ON ATLANTIC
ENGINEERING SERVICES CADD SYSTEM. ANY OTHER LETTERING, LINES
OR SYMBOLS, OTHER THAN PROFESSIONAL STAMPS AND SIGNATURES,
HAVE BEEN MADE WITHOUT THE AUTHORIZATION OF ATLANTIC
ENGINEERING SERVICES AND ARE INVAULID.

110.2 THE STRUCTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL
STRUCTURAL FEATURES, UNLESS NOTED OTHERWISE. THE
ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL
DIMENSIONS.
110.3 THE METHOD AND FREQUENCY OF ATTACHING MECHANICAL
EQUIPMENT UNITS, ETC.. TO THE STRUCTURAL ELEMENTS SHALL BE
SUBJECT TO THE STRUCTURAL ENGINEER'S REVIEW AND APPROVAL.
110.4 THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS,
DIMENSIONS, ETC., AND SHALL NOTIFY THE ARCHITECT OF ANY AND
ALL DISCREPANCIES, ADDITIONAL INFORMATION, ETC., BEFORE
BEGINNING THE WORK.

110.5 ALL STRUCTURAL WORK SHALL BE INSPECTED IN ACCORDANCE WITH
THE BUILDING CODE AND ALL LOCAL ORDINANCES. THE OWNER SHALL
ENGAGE AN EXPERIENCED, QUALIFIED INSPECTION AGENCY, SUBJECT
TO THE REVIEW OF THE ARCHITECT, TO PERFORM ALL INSPECTION
WORK, AS REQUIRED. THRESHOLD BUILDINGS SHALL BE INSPECTED BY
A UCENCED THRESHOLD INSPECTOR IN ACCORDANCE WITH THE
THRESHOLD INSPECTION PLAN.


110.6


STEP FOOTINGS BELOW ALL SANITARY AND WATER LINES. PROVIDE
STEPS IN THE FOUNDATIONS IN ACCORDANCE WITH THE TYPICAL
DETAILS. COORDINATE THE EXACT LOCATION AND ELEVATION OF THE
PLUMBING LINES WITH THE MECHANICAL AND PLUMBING DRAWINGS
AND CONTRACTORS. PROVIDE SLEEVES IN THE FOUNDATION WALLS AS
REQUIRED FOR PIPE PENETRATIONS.


120 SHOP DRAWINGS
120.1 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY
ATLANTIC ENGINEERING SERVICES AND THE PROJECT ARCHITECT. SHOP
DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL COMPONENTS
INCLUDING, BUT NOT LIMITED TO THE FOLLOWING:
a. FABRICATED STRUCTURAL STEEL
b. REINFORCING STEEL FOR CONCRETE AND MASONRY
c. CONCRETE AND/OR MASONRY POST-INSTALLED ANCHORS
d. PREFABRICATED WOOD TRUSSES
e. ENGINEERED WOOD COMPONENTS (LAMINATED VENEER
LUMBER)
120.2 SHOP DRAWINGS TO BE SUBMITTED SHALL PROVIDE COMPLETE
INFORMATION FOR THE PRODUCTS OR COMPONENTS TO BE SUPPLIED.
SUBMITTAL INFORMATION SHALL INCLUDE, BUT NOT BE LIMITED TO:
MEMBER SIZES AND DIMENSIONS; GRADES OF MATERIAL FURNISHED;
MATERIAL PREPARATION REQUIRED; MATERIAL FINISH AND MATERIAL
COATINGS TO BE FURNISHED; INFORMATION REGARDING CUTS, COPES
AND HOLES REQUIRED FOR OTHER TRADES; END CONNECTIONS;
CAMBER AND OTHER DEVIATION FROM LINE; SPECIAL ERECTION
AND/OR INSTALLATION PROCEDURES INCLUDING REQUIREMENTS FOR
TEMPORARY STABILIZATION.
120.3 THE CONTRACTOR SHALL SUBMIT PRINTED COPIES OF SHOP DRAWINGS
FOR REVIEW BY ATLANTIC ENGINEERING SERVICES. PRINTED COPIES OF
SHOP DRAWINGS SHALL CONSIST OF TWO (2) NON-REPRODUCIBLE
PRINTS AND ONE (1) REPRODUCIBLE TRACING/SEPIA. UPON THE
COMPLETION OF THE SHOP DRAWING REVIEW, ONE (1) PRINT AND ONE
(1) TRACING/SEPIA SHALL BE RETURNED TO THE PROJECT ARCHITECT
FOR DISTRIBUTION TO THE CONTRACTOR.
120.4 THE CONTRACTOR SHALL NOT DIRECTLY INCORPORATE THE
STRUCTURAL DRAWINGS, OR PORTIONS THEREOF, INTO SHOP
DRAWINGS OR ERECTION DRAWINGS TO BE SUBMITTED FOR THIS
PROJECT WITHOUT THE EXPRESS PERMISSION OF ATLANTIC
ENGINEERING SERVICES. SUBMITTED SHOP DRAWINGS WHICH CONTAIN
COPIES OR REPRODUCTIONS OF ANY PORTION OF THE STRUCTURAL
DRAWINGS WITHOUT THE EXPRESS WRITTEN PERMISSION OF ATLANTIC
ENGINEERING SERVICES WILL BE RETURNED REJECTED. IF PERMISSION
TO USE THE STRUCTURAL DRAWINGS IS GRANTED BY ATLANTIC
ENGINEERING SERVICES, THE CONTRACTOR SHALL BE REQUIRED TO
ENTER INTO A WRITTEN AGREEMENT WITH ATLANTIC ENGINEERING
SERVICES AND TO PAY A SERVICE FEE TO USE THE STRUCTURAL
DRAWINGS IN THE PREPARATION OF SHOP DRAWINGS.
120.5 THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS
PROJECT IS FOR CONFORMANCE WITH THE DESIGN CONCEPT AND FOR
GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN THE
CONTRACT DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS
DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE
CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR
PERFORMING HIS WORK IN A SAFE AND SATISFACTORY MANNER.

200 FOUNDATIONS GENERAL


200.1


200.2 THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE
AND TAKE THE NECESSARY PRECAUTIONS TO INSURE THAT THE
FOUNDATION EXCAVATIONS REMAIN DRY DURING CONSTRUCTION.
CONTRACTOR TO PROVIDE FOR DEWATERING AS NECESSARY.

200.3 THE CONTRACTOR SHALL USE EXTREME CAUTION DURING
EXCAVATION. SUCH EXCAVATION SHALL BE PERFORMED IN SUCH A
MANNER AS TO MAINTAIN THE STRUCTURAL INTEGRITY OF ALL
EXISTING STRUCTURES TO REMAIN. CONTRACTOR TO PROVIDE
TEMPORARY SHORING AS REQUIRED.
200.4 CONCRETE SLABS ON GRADE HAVE BEEN DESIGNED TO BEAR ON
COMPACTED SUBGRADE SOILS OR PROPERLY COMPACTED FILL AS PER
200.1.

205. SITE NOTES
205.1 THE FOLLOWING SITE NOTES SHALL BE CONFIRMED BY A
GEOTECHNICAL ENGINEER.
205.2 REMOVE ALL TOPSOIL, VEGETATION, ORGANIC AND DELETERIOUS
MATERIAL STRIPPING DEPTHS ARE ANTICIPATED TO RANGE BETWEEN
0 INCHES AND 12 INCHES. SOME AREAS MAY REQUIRE STRIPPING
DEEPER THAN 12 INCHES.

205.3 AFTER STRIPPING AND SITE CLEARING, COMPACT THE EXPOSED SOILS
WITH A LIGHTWEIGHT WALK BEHIND SLED OR ROLLER. COMPACTION
SHALL CONTINUE UNTIL A DENSITY OF AT LEAST 95% OF THE MODIFIED
PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) HAS BEEN OBTAINED
TO A DEPTH OF AT LEAST 12 INCHES BELOW THE COMPACTED SURFACE.
THE ROLLER COVERAGES SHALL BE DIVIDED EVENLY INTO TWO
PERPENDICULAR DIRECTIONS.
205.4 STRUCTURAL FILL SHALL CONSIST OF AN INORGANIC, NON-PLASTIC,
GRANULAR SOIL CONTAINING LESS THAN 10% MATERIAL PASSING THE
NO. 200 MESH SIEVE. PLACE STRUCTURAL FILL IN LIFTS NOT EXCEEDING
6 INCHES IN LOOSE THICKNESS AND COMPACT EACH LIFT THOROUGHLY
WITH A SLED OR ROLLER. COMPACTION SHALL BE CONTINUED UNTIL A
DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY
DENSITY IS OBTAINED IN EACH LIFT.
205.5 THE UPPER 12 INCHES OF ALL SANDY BEARING SOILS IN THE FOOTING
EXCAVATION BOTTOM SHALL BE COMPACTED TO AT LEAST 95% OF THE
MODIFIED PROCTOR MAXIMUM DRY DENSITY. COMPACTION OR RE-
COMPACTION OF SANDY BEARING SOILS SHALL BE DONE WITH A
RELATIVELY LIGHTWEIGHT WALK BEHIND SLED OR ROLLER. WHEN
USING A LIGHTWEIGHT COMPACTOR, INDIVIDUAL FILL LIFTS SHALL BE 6
INCHES OR LESS IN LOOSE THICKNESS.

205.6 TESTING: A MINIMUM OF ONE IN-PLACE DENSITY TEST PER 2000 SF
(MINIMUM OF 1 PER LAYER) OF COMPACTED SURFACE AND AT LEAST
ONE IN-PLACE DENSITY TEST FOR AT LEAST 50 PERCENT OF INDIVIDUAL
SPREAD FOOTINGS AND EVERY 50 LINEAR FEET OF CONTINUOUS
FOOTING.

205.7 FOR CONCRETE SLABS ON GRADE REMOVE ALL EXPOSED ORGANIC
MATERIAL, RUBBLE AND DELETERIOUS MATERIAL.
205.8 COMPACT THE EXPOSED SOILS WITH A WALK-BEHIND VIBRATORY
PLATE COMPACTOR UNTIL A DENSITY OF 95% OF THE MODIFIED
PROCTOR IS OBTAINED AT LEAST 12 INCHES BELOW THE COMPACTED
SURFACE.

210. SHALLOW FOUNDATIONS
210.1 SPREAD FOOTINGS HAVE BEEN DESIGNED TO BEAR ON UNDISTURBED
SOILS OR PROPERLY COMPACTED FILL HAVING AN ALLOWABLE
BEARING CAPACITY OF 2000 PSF, AS PER 200.1.
210.2 ELEVATIONS SHOWN ON THE DRAWINGS AT WHICH FOUNDATIONS ARE
TO BEAR ARE APPROXIMATE. MATERIAL ON WHICH FOUNDATIONS ARE
TO BEAR SHALL HAVE AT LEAST THE ABOVE NOTED CAPACITY. ALL
EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 1'-4" BELOW FINISHED
GRADE.
210.3 THE OWNER/CONTRACTOR SHALL RETAIN THE SERVICES OF A
PROFESSIONAL GEOTECHNICAL ENGINEER, SUBJECT TO THE APPROVAL
OF THE ARCHITECT, TO INSPECT THE FOUNDATIONS, BEARING LEVELS,
ETC., AND VERIFY THAT THE MATERIAL ON WHICH FOUNDATIONS BEAR
HAS AT LEAST THE ABOVE NOTED CAPACITY AS PER 200.1.

300 REINFORCED CONCRETE

300.1 ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH
THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"
(ACI 318, LATEST EDITION) AND SPECIFICATIONS FOR STRUCTURAL
CONCRETE (ACI 301, LATEST EDITION) OF THE AMERICAN CONCRETE
INSTITUTE.

300.2 MINIMUM F'c REQUIRED AT 28 DAYS:
a. FOUNDATIONS AND CONCRETE FILL . . MIN. f'c = 3000 PSI
b. SLABS ON GRADE . . . . . . . MIN. f'c = 4000 PSI
c. COLUMNS AND BEAMS . . . . . . MIN. f'c = 4000 PSI
300.3 MAXIMUM WATER CEMENT RATIO:
a. FOUNDATIONS AND CONCRETE FILL . . . . . . 0.60
b. SLABS ON GRADE . . . . . . . . . . . 0.56
c. COLUMNS AND BEAMS. . . . . . . . . . . 0.56
300.4 ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (144 PCF +) WITH
ALL CEMENT CONFORMING TO ASTM C150, TYPE I. MAXIMUM
AGGREGATE SIZE SHALL BE 1-1/2" FOR FOOTINGS AND 3/4" FOR WALLS
AND SLABS, CONFORMING TO ASTM C33.

300.5 REINFORCEMENT
a. DEFORMED BARS . . . . . . . ASTM A615, GRADE 60
b. WELDED WIRE MESH . . . . . . . . . ASTM A185
300.6 MINIMUM COVER FOR CAST-IN-PLACE CONCRETE REINF., UNLESS
OTHERWISE SHOWN ON DRAWINGS, SHALL BE AS FOLLOWS:
FOOTINGS & GRADE BEAMS ........ ...........................3"
COLUMNS & PEDESTALS (OVER VERT. REINF.). ..................... 2"
BEAMS (OVER MAIN REINF.) ........ ........................... 2"
SLABS CAST AGAINST EARTH. ....... ....................... CENTERED


300.7



300.8


NO BACKFILLING AGAINST FOUNDATION WALLS SHALL BE PERMITTED
UNTIL SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN PLACED AND
HAVE BECOME CAPABLE OF FURNISHING THE NECESSARY SUPPORT FOR
THE WALLS. PROVIDE TEMPORARY SHORING WHERE REQUIRED. WHERE
BACKFILL IS REQUIRED ON BOTH SIDES OF THE WALL, BACKFILL BOTH
SIDES SIMULTANEOUSLY WITH A GRADE DIFFERENCE NOT TO EXCEED
2'-0" AT ANY TIME. CONTRACTOR SHALL USE EXTREME CAUTION
DURING BACKFILULING TO PREVENT DAMAGE TO FOUNDATION WALLS.
THE USE OF HEAVY EQUIPMENT FOR BACKFILLING IS NOT
RECOMMENDED.


300.9


SPLICES IN REINFORCEMENT, WHERE PERMITTED, SHALL BE AS
FOLLOWS:
WELDED WIRE MESH . . . . .......................... . 8"
ALL OTHERS . . . . . . . . . CLASS "B" TENSION, CASE "1" MINIMUM,
UNLESS OTHERWISE NOTED
CLASS "B" CASE "1" TENSION SPLICES IN INCHES, SHALL BE AS FOLLOWS:
3000 PSI 4000 PSI
TOP BARS ALL OTHERS TOP BARS ALL OTHERS
3 10 28 22 24 19
i4 13 37 29 32 25
5 16 47 36 40 31
6 19 56 43 48 37
7 22 81 63 70 54
8 25 93 72 80 62
9 29 105 81 91 70
10 32 118 91 102 79
11 136 131 101 113 87


300.10 TOP BARS IN BEAMS SHALL TERMINATE IN A CLASS "B" TENSION SPLICE
OR HOOK AT DISCONTINUOUS END.
300.11 PARALLEL REINFORCEMENT PLACED IN TWO OR MORE LAYERS SHALL
HAVE A CLEAR DISTANCE BETWEEN LAYERS OF 1 INCH. UPPER LAYER
BARS SHALL BE PLACED DIRECTLY ABOVE BARS IN THE BOTTOM
LAYER.
300.12 ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH
STANDARD ACCESSORIES DURING PLACEMENT OF CONCRETE.
REINFORCING SUPPORTS FOR ALL EXPOSED CONCRETE SHALL BE
GALVANIZED WITH PLASTIC COATED FEET. ALL WELDED WIRE MESH
SHALL BE CHAIRED IN ACCORDANCE WITH THE 2001 FBC.

300.13 ALL TIES SHALL HAVE 135 DEGREE HOOKS.

300.14 PROVIDE 1/2" PRE-MOLDED EXPANSION MATERIAL WHERE SLAB ON
GRADE IS POURED AROUND COLUMNS AND AGAINST WALLS UNLESS
OTHERWISE SHOWN ON DRAWINGS.

300.15 CONSTRUCTION JOINTS FOR SLABS ON GRADE SHALL BE SPACED NO
MORE THAN 16'-0" O.C. PANELS SHALL BE AS SQUARE AS POSSIBLE WITH
A LENGTH TO WIDTH RATIO NOT TO EXCEED 1.5.
300.16 CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL
SLOTS, PIPE SLEEVES, ETC., AS REQUIRED FOR MECHANICAL TRADES
BEFORE CONCRETE IS PLACED.
300.17 PIPES OR CONDUITS PLACED IN SLABS SHALL NOT HAVE AN OUTSIDE
DIAMETER LARGER THAN 1/3 THE SLAB THICKNESS AND SHALL NOT BE
SPACED CLOSER THAN 3 DIAMETERS ON CENTERS. ALUMINUM
CONDUITS SHALL NOT BE PLACED IN CONCRETE. NO CONDUITS SHALL
BE PLACED IN SLAB WITHIN 12" OF COLUMN FACE OR FACE OF BEARING
WALL. NO CONDUITS MAY BE PLACED IN EXTERIOR SLABS.
300.18 PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL SUBMIT FOR
REVIEW BY STRUCTURAL ENGINEER A CONCRETE POUR SCHEDULE
SHOWING LOCATION OF ALL PROPOSED CONSTRUCTION JOINTS.

300.19 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR SHALL SUBMIT A
CONCRETE MIX DESIGN, PREPARED IN ACCORDANCE WITH THE
SPECIFICATIONS, TO THE STRUCTURAL ENGINEER FOR REVIEW.

350 CONCRETE/MASONRY ANCHORS
350.1 ALL HEADED CONCRETE ANCHORS SHALL BE NELSON 3/4-INCH
DIAMETER, 3/4-INCH S3L ANCHORS WITH FLUXED ENDS AS
MANUFACTURED BY NELSON STUD WELDING COMPANY. UNLESS THE
SIZE IS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS.
350.2 ALL HEADED CONCRETE ANCHORS SHALL BE MANUFACTURED FROM
MATERIAL WHICH CONFORMS TO ASTM A108, GRADES 1015 THROUGH 1020.
HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE B.
350.3 ALL WELDS SHALL BE MADE IN ACCORDANCE WITH STRUCTURAL
WELDING CODE ANSI/AWS D1.1-86 OF THE AMERICAN WELDING SOCIETY
AND THE RECOMMENDATIONS OF THE NELSON STUD WELDING
COMPANY.
350.4 ALL ADHESIVE STUD ANCHORS SHALL BE "HILTI HIT-HY 150 ADHESIVE
CONCRETE ANCHORS" AS MANUFACTURED BY HILTI FASTENING
SYSTEMS, INC. (OR EQUAL).
350.5 ALL EXPANSION STUD ANCHORS SHALL BE "HILTI KWIK-BOLT II
EXPANSION CONCRETE ANCHORS" AS MANUFACTURED BY HILTI
FASTENING SYSTEMS. INC. (OR EQUAL).

350.6 THE "HAS ANCHOR ROD" SHALL CONFORM TO ASTM A36 STEEL, THE
"HAS SUPER ANCHOR ROD" SHALL CONFORM TO ASTM A193 STEEL, THE
"HAS STANDARD NUT" SHALL CONFORM TO ASTM A563, GRADE A, THE
"HAS SUPER ANCHOR ROD NUT" SHALL CONFORM TO ASTM A 563,
GRADE H.
350.7 THE "KWIK-BOLT II EXPANSION ANCHORS" STUD SHALL CONFORM TO ASTM A51
OR ASTM A108 STEEL AND THE NUT SHALL CONFORM TO ASTM A563, GRADE /
350.8 ALL EPOXY ADHESIVE ANCHORS FOR ANCHORING TO HOLLOW
MASONRY SHALL BE "HILTI HIT-HY20 ADHESIVE ANCHORS" AS
MANUFACTURED BY HILTI FASTENING SYSTEMS, INC. (OR EQUAL).
350.9 ALL EXPANSION ANCHORS FOR ANCHORING TO MASONRY SHALL BE
"HILTI HLC SLEEVE ANCHORS" AS MANUFACTURED BY HILTI FASTENING
SYSTEMS, INC. (OR EQUAL).
350.10 THE SPACING, MINIMUM EMBEDMENT, AND INSTALLATION OF THE
ANCHORS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDED PROCEDURES.

420 MASONRY
420.1 ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST
EDITION OF "BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FOR MASONRY
STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE.
420.2 ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN
CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER
CONSTRUCTION OF THE LATEST EDITION OF "BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND THE
"SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1) OF THE
AMERICAN CONCRETE INSTITUTE WITH THE FOLLOWING ADDITION TO
THE REQUIREMENTS OF ACI 530.1 SECTION 1.8-B: FOR ALL CONDITIONS
WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE TEMPERATURE
OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY SHALL
BE MAINTAINED ABOVE 32 DEGREES (F) FOR A MINIMUM OF 24 HOURS
USING THE METHODS DESCRIBED IN ACI 530.1.
420.3 MORTAR SHALL CONFORM TO THE PROPORTION SPECIFICATION OF
ASTM C270, TYPE M OR S. PROVIDE TYPE M MORTAR AT ALL HIGH
STRENGTH MASONRY NOTED AS F'm = 2500 PSI OR GREATER. PROVIDE
TYPE S MORTAR AT ALL STRUCTURAL MASONRY AND REINFORCED
MASONRY UNLESS NOTED OTHERWISE.
420.4 GROUT .......... ........................... ASTM C476
a. F'c OF GROUT ...... ................... 3000 PSI MIN.
b. SLUMP OF GROUT SHALL BE 8 TO 11 INCHES AS MEASURED
ACCORDING TO ASTM C143.
c. MAX. AGGREGATE SIZE SHALL BE 3/8" (AGGREGATE
GRADED TO PRODUCE FINE GROUT IN CONFORMANCE
WITH ASTM C476 AND C404).
420.5 LIMIT CEMENTITIOUS MATERIALS IN MORTAR TO: PORTLAND CEMENT
CONFORMING TO ASTM C150 TYPE I; LIME CONFORMING TO ASTM C207;
AND MORTAR CEMENT CONFORMING TO ASTM C1329.

420.6 CONCRETE BLOCK UNITS
a. SOUD AND HOLLOW LOAD BEARING UNITS PER ASTM C90,
TYPE N-Il, AS REQUIRED TO PROVIDE F'm AS NOTED
BELOW.

420.7 MINIMUM 28-DAY ULTIMATE COMPRESSIVE STRENGTH OF MASONRY
a. F'm ......... ............................. 1500 PSI


SPLICES IN TOP REINFORCEMENT SHALL BE MADE AT MIDSPAN.
SPLICES IN BOTTOM REINFORCEMENT SHALL BE OVER SUPPORTS
UNLESS NOTED OTHERWISE.


420.8 HORIZONTAL JOINT REINFORCING FOR ALL EXTERIOR AND LOAD
BEARING WALLS SHALL BE GALVANIZED LADDER TYPE DUR-O-WALL
OR EQUAL AS APPROVED BY THE ENGINEER WITH 2-9 GAGE
LONGITUDINAL WIRE AND 9 GAGE CROSS WIRE. SPACED AT 16 INCHES
CENTER TO CENTER, UNLESS NOTED OTHERWISE. PROVIDE ADDITIONAL
LAYERS OF JOINT REINFORCEMENT IN THE FIRST TWO COURSES ABOVE
AND BELOW A MASONRY OPENING. PROVIDE LAP AS RECOMMENDED
BY MANUFACTURER WITH A MINIMUM OF 6". DISCONTINUE JOINT
REINFORCING AT CONTROL JOINTS. PROVIDE "L" SHAPE AND "T" SHAPE
DUR-O-WALL AT ALL INTERSECTION CORNERS WITH 8" MINIMUM LAP.
SEE TYPICAL DETAILS.
420.9 FULL BED AND HEAD JOINTS SHALL BE USED.

420.10 ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR
ROOF SYSTEM HAS BEEN INSTALLED AND HAS BECOME CAPABLE OF
STABILIZING THE WALLS.
420.11 REINFORCED MASONRY UNITS SHALL BE FILLED SOLID WITH 3000 PSI
GROUT AT ALL CELLS CONTAINING REINFORCING AND WHERE SHOWN
ON PLANS. GROUT ALL CELLS BELOW GRADE SOLID.
420.12 PROVIDE FINE GROUT PER ASTM C476 WHEN WIDTH OF GROUT SPACE IS
LESS THAN 2". PROVIDE COARSE GROUT FOR GROUT SPACE WIDTHS 2"
OR GREATER. PROVIDE FINE GROUT WHEN REINFORCING HAS LESS
THAN 1/2" CLEARANCE.
420.13 PROVIDE CONTROL JOINTS IN MASONRY PER THE TYPICAL DETAILS.
REFER TO ARCHITECTURAL DRAWINGS FOR CONTROL JOINT
LOCATIONS. PROVIDE CONTROL JOINTS IN CONCRETE MASONRY
BACKUP TO MATCH LOCATIONS IN MASONRY VENEER UNLESS
OTHERWISE NOTED WHERE CONTROL JOINTS ARE NOT INDICATED ON
THE ARCHITECTURAL DRAWINGS, CONTROL JOINTS SHALL BE LOCATED
AT A MAXIMUM SPACING OF 24 FEET ON CENTER AND A MAXIMUM OF 10
FEET FROM CORNERS; AT MAJOR HEIGHT CHANGES; CHANGES IN WALL
THICKNESS; AND AT WALL OPENINGS. THE CONTRACTOR SHALL
SUBMIT THE PROPOSED CONTROL JOINT LAYOUT TO THE
ARCHITECT/ENGINEER FOR REVIEW AND APPROVAL.
420.14 PROVIDE CLEAN OUT AND INSPECTION HOLES AT BOTTOM OF
MASONRY WALL IN ACCORDANCE WITH MASONRY CODE AT
REINFORCING IF HIGH LIFT GROUTING (OVER 4 FEET HIGH) IS USED.

420.15 DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM A615,
GRADE 60. PROVIDE LAP SPLICES OF 48 BAR DIAMETERS MINIMUM.
PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE
REINFORCING.
420.16 MASONRY COURSING SHOWN IN SECTION IS APPROXIMATE. REFER TO
PLANS AND ELEVATIONS FOR ACTUAL COURSING. COORDINATE
ACTUAL COURSING REQUIREMENTS WITH ARCHITECTURAL DRAWINGS.
420.17 ALL ANCHOR BOLTS SHALL BE ASTM A307.

510 STRUCTURAL STEEL
510.1 ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE
"LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS" (1993 EDITION, AS REVISED) OF THE
AISC.
510.2 GRADE OF STEEL
a. STRUCTURAL SHAPES . . . . . . . ASTM A572, GRADE 50
b. STEEL TUBES (HSS SHAPES) . . . . . ASTM A500, GRADE B
c. STEEL PIPE . . . . . . . . . . ASTM A500, GRADE B
d. ANGLES AND PLATES . . . . . . . ASTM A36
510.3 GALVANIZED STRUCTURAL STEEL
a. BOLTS, FASTENERS AND HARDWARE . . . . . ASTM A153
510.4 ALL BOLTS SHALL BE ASTM A325, 3/4-INCH DIAMETER, UNLESS NOTED
OTHERWISE. WHERE NECESSARY DUE TO CONNECTION REQUIREMENTS
PROVIDE BOLTS IN CONFORMANCE WITH ASTM A490. DO NOT MIX
0 GRADES OF BOLTS OF THE SAME DIAMETER ON THE PROJECT.
4.
510.5 ALL WELDING SHALL BE IN ACCORDANCE WITH THE STRUCTURAL
WELDING CODE, AWS D1.1, LATEST EDITION, OF THE AMERICAN
WELDING SOCIETY. ELECTRODES SHALL BE E7OXX FOR MANUAL ARC
WELDING AND F7X-EXXX FOR SUBMERGED ARC WELDING.
510.6 ALL BEAM TO COLUMN CONNECTIONS SHALL BE DESIGNED FOR THE
SUMMATION OF THE FOLLOWING LOADS:
a. FOR ONE HALF THE UNIFORM LOAD CAPACITY OF THE
MEMBER IN ACCORDANCE WITH AISC SPECIFICATIONS,
BUT NOT LESS THAN 6 KIPS.
b. A 10.0 KIP AXIAL FORCE (ACTING IN TENSION AND
COMPRESSION).
c. THE EFFECTS OF CONCENTRATED LOADS OCCURRING
CLOSE TO THE ENDS OF THE BEAMS.

510.7 ALL NON-COMPOSITE BEAM END CONNECTIONS SHALL BE DESIGNED,
UNLESS NOTED OTHERWISE, FOR AN END REACTION "R" EQUAL TO NOT
LESS THAN ONE HALF THE UNIFORM LOAD CAPACITY OF THE MEMBER
IN ACCORDANCE WITH AISC SPECIFICATIONS, BUT NOT LESS THAN 6
KIPS. THE EFFECTS OF CONCENTRATED LOADS OCCURRING CLOSE TO
THE ENDS OF THE BEAMS SHALL BE CONSIDERED IN THE CONNECTION
DESIGN.
510.8 CUTS, HOLES AND COPING, ETC. REQUIRED FOR OTHER TRADES SHALL
BE SHOWN ON THE SHOP DRAWING AND MADE IN THE SHOP. CUTS OR
BURNING OF HOLES IN STRUCTURAL STEEL IN THE FIELD WILL NOT BE
PERMITTED.

510.9 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE
SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. HOWEVER,
THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AND THE
CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED
DETAILS SHOWN ON THE DRAWINGS. THE CONTRACTOR IS
RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS WHICH
HE PROPOSES.
510.10 ALL STRUCTURAL STEEL FRAMES SHALL BE SECURELY BRACED UNTIL
ALL FLOOR SLABS, ROOF DECKS AND SHEAR WALLS HAVE BEEN
INSTALLED AND BECOME CAPABLE OF STABILIZING THE FRAMES.
510.11 ALL STRUCTURAL STEEL WORK, EXCEPT PORTIONS OF MEMBERS TO BE
WELDED, FIELD BOLTED OR FIREPROOFED, SHALL BE SHOP PAINTED
WITH PAINT CONFORMING TO STEEL STRUCTURES PAINTING COUNCIL
(SSPC) PAINT 25. APPLY PRIME PAINT ACCORDING TO SSPC PAINT
SYSTEM GUIDE NO. 7.00. CLEAN STEEL FREE OF LOOSE SCALE, RUST, OIL
AND GREASE. ADDITIONAL AREAS SHALL BE FiELD PAINTED AFTER
WELDING.

510.12 BOLT AND WELD TESTING:
a. ALL SHOP AND FIELD BOLTS SHALL BE TESTED PER AISC
REQUIREMENTS.
b. ALL WELDS SHOULD BE VISUALLY INSPECTED.
c. TEN PERCENT OF ALL WELDS AT BEAM AND GIRDER
SHEAR CONNECTIONS SHALL BE RANDOMLY INSPECTED
BY MAGNETIC PARTICLE METHOD, COMPLYING WITH
ASTM E109, PERFORMED ON ROOT PASS AND ON FINISHED
WELD.
d. ONE HUNDRED PERCENT OF FULL PENETRATION WELDS
SHALL HAVE ULTRASONIC INSPECTION, COMPLYING WITH
ASTM E164.
e. ONE HUNDRED PERCENT OF WELDS IN BEAM AND
COLUMN MOMENT CONNECTIONS SHALL HAVE
ULTRASONIC INSPECTION, COMPLYING WITH ASTM E164.


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