11-50-011STRUCTURAL SPECIFICATIONS
MISCELLANEOUS
1, THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS HAVE BEEN MADE AND ALL
CONCRETE HAS REACHED ITS MINIMUM DESIGN STRENGTH, AS SHOWN IN THE STRUCTURAL
DOCUMENTS.
2. " CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO ENSURE THE SAFETY
OF THE BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED. THIS INCLUDES, BUT IS NOT LIMITED TO,
THE ADDITION OF WHATEVER TEMPORARY BRACING, SHORING, GUYS OR TIE -DOWNS THAT MAY BE
NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE
CONTRACTOR AFTER COMPLETION OF THE PROJECT.
1 APPLICABLE BUILDING CODE: 2007 F. B. C. AND 2009 SUPLEMENTS
4. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.
5" DESIGN LOADS:
AREA SUPERIMPOSED LIVE LOAD AREA DEAD LOAD
ROOF 20 PSF ROOF 25 PSF
FLOOR 40 PSF FLOOR 120 PSF
BALCONY 60 PSF BALCONY 80 PSF
6, BASIC WIND SPEED = 145 M.P.H. (3 SEC. GUST.)
BUILDING TYPE 2
IMPORTANCE FACTOR - 1.0
EXPOSURE CATEGORY = B
INTERNAL PRESSURE COEFFICIENTS = +0.18
7. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE
DRAWINGS.
8. CONTACT ENGINEER / ARCHITECT WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON DRAWINGS,
9. SUBMIT SHOP DRAWINGS AS REQUIRED HEREIN. ALLOW FOR TWO WEEKS REVIEW TIME AFTER RECEIPT
OF SUBMITTALS BY THIS FIRM. ALL SUBMITTALS SHALL BE CHECKED AND SIGNED BY THE GENERAL
CONTRACTOR AND SIGNED /SEALED BY THE SPECIALTY ENGINEER, WHERE SPECIFIED HEREIN.
10. SUBMIT ONE PRINT AND ONE SEPIA OF ALL SHOP DRAWINGS.
11. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP
DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF.
12, CONTRACTOR SHALL NOTIFY THIS OFFICE WHEN THE STRUCTURAL SYSTEM IS SUBSTANTIALLY
COMPLETED, AND BEFORE SHEATHING, CEILINGS, OR ROOFING IS INSTALLED,
SITE WORK
1. ALL SITE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT.
2• DESIGN SOIL BEARING PRESSURE = 2,000 PSF. (SLAB -ON- GRADE)
1 A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS:
a) ONE DENSITY TEST FOR EACH 2,000 SQUARE FEET OF COMPACTED SUBGRADE AND COMPACTED FILL.
b) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING.
4, ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL
ENGINEER, AND GENERAL CONTRACTOR.
5. ADJUST FOOTING DEPTH TO FINISH GRADE AND SOIL CONDITIONS.
6. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL
FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE,
7. THE SIDES OF FOOTINGS MAY BE EARTH- FORMED IF THE EXCAVATION CAN BE KEPT VERTICAL,
CLEAN, AND STABLE, OTHERWISE, PLYWOOD FORMS MUST BE USED.
CAST IN PLACE CONCRETE
1. CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28
DAYS:
a) FOOTINGS, SLAB -ON GRADE ... ...........................3000 PSI
b) FORMED COLUMNS, BEAMS ... ...........................4000 PSI
C) COMPOSIT FLOOR DECK SYSTEM -300 PSI.
2. CONCRETE SHALL BE READYMIX PER ASTM C94:
a) PORTLAND CEMENT - ASTM C 150
b) AGGREGATES - ASTM C33 (3/4" MAX.)
c) NO CALCIUM CHLORIDE
d) AIR ENTRAINING - ASTM C260
e) WATER REDUCING - ASTM 0494
f) FLYASH - ASTM C518 CLASS F (28% MAXIMUM BY WEIGHT)
g) WATER - CLEAN AND POTABLE
3. REINFORCING STEEL: ASTM A615 GRADE 60.
4. REQUIRED SLUMP RANGE = 3" TO 5 ".
5. WELDED WIRE FABRIC: ASTM A -185. FURNISH IN SHEETS, NOT ROLLS.
6. MOISTURE BARRIER: 6 MIL POLYETHYLENE. LAP 6" AND TAPE ALL JOINTS.
7, CODES AND STANDARDS: (CURRENT EDITION)
ACI 301 'SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS."
ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING"
ACI 318 "BLDG. CODE REQUIREMENTS FOR REINF. CONCRETE"
ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"
& MINIMUM LAP SPLICE = 30 BAR DIAMETERS UNLESS NOTED OTHERWISE
9. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC, AS REQUIRED AND NECESSARY TO
ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN PLACE. USE WIRE BAR TYPE SUPPORTS
COMPLYING WITH CRSI RECOMMENDATIONS. USE PLASTIC TIP LEGS ON ALL EXPOSED SURFACES.
10. ALL BEAMS, SPANDRELS AND SLABS SHALL BE POURED MONOLITHICALLY, EXCEPT FOR REQUIRED
CONSTRUCTION JOINTS. PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL BE SUBMITTED TO
ENGINEER FOR APPROVAL.
11. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, AND SLAB RECESSES AS
REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. NO SLEEVE, OPENING, OR INSERT MAY
BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS APPROVED BY THE ENGINEER.
12. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT NOT LIMITED TO ANCHOR BOLTS,
BOLT CLUSTERS, WELD PLATES, ETC..., BEFORE PLACING CONCRETE. NOTIFY ENGINEER OF ANY
CONFLICTS WITH REPAR.
13. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES.
14. ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS IN ACCORDANCE WITH
ONE OF THE FOLLOWING METHODS:
a) APPLY A 30% SOLIDS LIQUID MEMBRANE FORMING CHEMICAL CURING COMPOUND IN ACCORDANCE
WITH ASTM C -309
b) PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN ACCORDANCE WITH ACI 301
15. GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION OF ALL
FORMWORK, SHORING, AND RESHORING. DESIGN SHALL BE PERFORMED BY A LICENSED FLORIDA
ENGINEER.
16, A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING CONCRETE
TESTS ON SITE.
a) CYLINDER STRENGTH TESTS - ASTM C39, ONE SET OF FOUR CYLINDERS FOR EACH 50 CUBIC
YARDS OR FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE
FINAL CYLINDER IN RESERVE.
b) SLUMP TESTS - ASTM C143
17. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL
ENGINEER, AND GENERAL CONTRACTOR.
18. RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO NOT ADD WATER WITHOUT THE
APPROVAL OF THE GENERAL CONTRACTOR AND DO NOT EXCEED SLUMP LIMITATIONS OR TOTAL
ALLOWABLE WATER TO CEMENT RATIO. USE COLD WATER FROM THE TRUCK TANK AND REMIX TO
ACHIEVE CONSISTENCY. TEST REPORTS SHALL INDICATE QUANTITY OF WATER ADDED AT THE JOB SITE.
ALL TESTS SHALL BE PREPARED AFTER THE ADDITION OF WATER TO THE MIX.
19 REINFORCING BAR COVER:
a) FOOTINGS 3"
b) COLUMNS 1 1/2°
c) BEAMS 1 1/2"
d) SLABS 3/4° (INTERIOR) 1 1/2" (EXTERIOR)
20. CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME
21. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL NOT BOND, STAIN, OR ADVERSELY
AFFECT CONCRETE SURFACES, WET FORMS BEFORE PLACING CONCRETE.
22. ALL CONCRETE SHALL BE CONSOLIDATED IN PLACE USING INTERNAL VIBRATORS.
23. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR IMMEDIATELY AFTER REMOVAL OF
FORMS, EXCEPT WHERE REINFORCING IS VISIBLE. CONTACT STRUCTURAL ENGINEER FOR EVALUATION
OF EXPOSED REINFORCING
24. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS, AND WALLS UNLESS
NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS.
25. PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING CORNERS TO MATCH HORIZONTAL BARS.
26. SUBMITTALS:
a) SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR TO CONSTRUCTION, INCLUDING BACKUP DATA IN
ACCORDANCE WITH ACI 301 -96 CHAPTER 4, SECTION 4.2.3, EXCLUDING SECTION 4.2.3,4B.
b) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND LOCATION.
INCLUDE BAR LISTS AND BEND DIAGRAMS,
27. ALL BUILDING AND SITE SLAB -ON -GRADE SHALL BE AT LEAST 4" THICK, REINFORCED WITH 6X6 -W1.4
X WIA W.W.F., ON 6 MIL VAPOR BARRIER.
28. STEP AND SLOPE ALL BALCONIES AND WALKWAYS AWAY FROM THE BUILDING.
MASONRY
1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE II. MINIMUM
NET COMPRESSIVE UNIT STRENGTH = 1900 PSI, (NET AREA COMPRESSIVE MASONRY STRENGTH f'm
= 1500 PSI).
2• MORTAR SHALL BE TYPE 'M" OR 'S' AND CONFORM TO ASTM 0270 (PROPORTION OR PROPERTY
SPECIFICATION).
3. COARSE GROUT SHALL CONFORM TO ASTM 0476:
a) 3000 PSI AT 28 DAYS,
b) 1/4" MAXIMUM AGGREGATE.
c) 8" - 11" SLUMP,
4. CODES AND STANDARDS:
ACI 530 /ASCE 5 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530.1 /ASCE 6
"SPECIFICATIONS FOR MASONRY STRUCTURES"
5. A REINFORCED MASONRY TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL
DRAWINGS AT EACH FLOOR, THE ROOF, AND AT TOP OF ANY PARAPET WALL. USE GALVANIZED
MESH -TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL
BARS.
6. UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE AS FOLLOWS:
a) FLOOR LEVELS: 8" x 16" MINIMUM WITH (1) #5 TOP AND BOTTOM IN GROUTED KNOCK -OUT BLOCKS.
b) ROOF LEVEL: 8 "x 16" MINIMUM WITH (1) J5 TOP AND BOTTOM IN GROUTED KNOCK -OUT BLOCKS.
7• VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 24" O.C.
MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN
BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER, NOR LESS THAN 1 ". CENTER BARS IN WALLS
U.N.O.
8. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE DRAWINGS. FILL CELLS WITH COARSE GROUT AS
SPECIFIED. PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO FOOTING AND ROOF TIE BEAM. LAP
SPLICE VERTICAL REINFORCEMENT ABOVE FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED
OTHERWISE, MAINTAIN VERTICAL REINFORCING SHOWN ON PLANS ABOVE AND BELOW MASONRY
OPENINGS. CONTINUE FOUNDATION DOWELS BELOW ALL MASONRY OPENINGS.
9. ALL REINFORCED FILL CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS.
10, REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS
OR HOOKS ARE DETAILED ON THE PLANS.
11. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE SPLICED AND SHALL BE WIRED
TOGETHER.
12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED
MORE THAN ONE HORIZONTAL IN SIX VERTICALS, DOWELS SHALL BE GROUTED INTO A CORE IN
VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE VERTICAL WALL
REINFORCEMENT.
13. PROVIDE HORIZONTAL WALL REINFORCING 9 GA GALVANIZED LADDER TYPE DUR -O -WALL (OR
EQUIVALENT) AT 16" O.C.
14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND WINDOWS FOR FIRST AND SECOND BLOCK
COURSE ABOVE AND BELOW APERTURES. RUN REINFORCING CONTINUOUS OR EXTEND TWO FEET FROM
APERTURE EDGE,
15. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL CONTAIN AT LEAST
ONE CROSS WIRE OF EACH PIECE OF REINFORCEMENT IN THE LAPPED DISTANCE.
16. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT POUR WHEN
THE POUR HEIGHT EXCEEDS 5', CLEANOUTS TO BE SAW -CUT 4" x 4 ".
17. GROUT POUR HEIGHT SHALL NOT EXCEED 24'. PLACE GROUT IN 5' MAX. LIFTS HEIGHTS.
18. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY MECHANICAL MEANS AND
RECONSOLIDATE AFTER INITIAL WATER LOSS AND SETTLEMENT.
19. STORE BLOCKS ON PALLETS AND COVER WITH VISQUEEN.
20.
PLACE ALL MASONRY IN RUNNING
G BO D WITH 3/$" MORTAR JOINTS. PROVIDE COMPLETE COVERAGE
FACE SHELL MORTAR BEDDING, HORIZONTAL AND VERTICAL. FULLY MORTAR WEBS IN ALL COURSES
OF PIERS, COLUMNS, AND PILASTERS AND ADJACENT TO GROUTED CELLS.
21• SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS, SPACE AT 26' -0" O.C. AT EXTERIOR
WALLS, 32' -0" O.C. AT INTERIOR WALLS UNLESS NOTED OTHERWISE.
22. MASONRY INSPECTION SHALL BE PROVIDED BY A QUALIFIED AGENT IN ACCORDANCE WITH ACI
530 -1.5. INSPECTION SERVICES SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE WORK IN PROGRESS
AS WELL AS MATERIALS, EQUIPMENT, AND PROCEDURES.
23. SUBMITTALS:
a) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO CONSTRUCTION
b) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO CONSTRUCTION.
c) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND LOCATION.
INCLUDE BAR LISTS AND BEND DIAGRAMS.
d) SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY UNITS PRIOR TO CONSTRUCTION.
MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE WITH ASTM 0140
24. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS:
a) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000 SO. FT. OF MASONRY.
b) SLUMP TESTS - ASTM 0143,
25. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY OPENINGS NOT
SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING = 8 ". LINTEL WIDTH TO MATCH
MASONRY WIDTH.
26, THE TOP OF PARTIALLY CONSTRUCTED WALLS SHALL BE COVERED WITH VISQUEEN AT THE END OF
EACH WORK DAY AND WHENEVER RAIN OCCURS,
BUILDING CODE INFORMATION
APPLICABLE CODES:
THE FLORIDA BUILDING CODE, 2007 EDITION
(FOUR VOLUMES) BUILDING
PLUMBING
MECHANICAL
FUEL GAS
2009 SUPLEMENTS OF FLORIDA BUIDING CODE
FLORIDA FIRE PREVENTION CODE
NATIONAL ELECTRICAL CODE
NFPA 70 -1999
FLORIDA ENERGY EFFICIENCY CODE FOR
BUILDING CONSTRUCTION 2007
CITY OF MIAMI ORDINANCES
ZONING AND ADOPTED AMENDMENTS
OCCUPANCY CLASSIFICATION:
FBC - RESIDENTIAL, CHAPTER 1
SECTION 101.2: RESIDENTIAL SINGLE FAMILY
The provisions of the Florida Building Code, Residential, shall apply to the construction, alteration,
movement, enlargement, replacement, repair, equipment, use and occupancy, location, removal and
demolition of detached one- and two- family dwellings and multiple single - family dwellings
(townhouses) not more than three stories above grade in height with a separate means of egress
and their accessory structures,
STRUCTURAL SPECIFICATIONS
CARPENTRY
1. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE
MANUFACTURER'S ASSOCIATION.
2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
3. ALL LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER; WITH 1W.. MAXIMUM MOISTURE
CONTENT, U.N.O. ON THE PLANS
4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED.
5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT TREATMENT IN ACCORDANCE
WITH F.S. TT -W -571 AND BEAR THE AMERICAN WOOD PRESERVERS INSTITUTE QUALITY MARK LP -2.
6. PLYWOOD WALL AND ROOF SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE 1 DURABILITY
CLASSIFICATION.
7, PLYWOOD FLOOR SHEATHING SHALL BE APA RATED STURD -1- FLOOR, EXPOSURE 1 DURABILITY
CLASSIFICATION, WITH TONGUE AND GROOVE EDGES.
8. ROOF SHEATHING TO BE INSTALLED WITH ONE PLYWOOD CLIP PER SPAN BETWEEN PANEL EDGES.
INSTALL SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN
ROOF SLOPE.
9" INSTALL BRIDGING IN ALL FLOOR OR ROOF JOISTS AT 8' -0" O.C. MAXIMUM. INSTALL BLOCKING IN ALL
WALL STUDS AT 4'- 0" O.C. MAXIMUM, LOCATED AT SHEATHING PANEL EDGES.
10. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
REQUIREMENTS.
11. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG -TIE.
12. ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURERS REQUIREMENTS UNLESS
NOTED OTHERWISE.
13, PROVIDE A SINGLE PLATE AT THE BOTTOM AND DOUBLE PLATE AT THE TOP OF ALL STUD WALLS.
14. STUDS SHALL BE DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS. STUDS SHALL BE TRIPLED
AT ALL CORNERS.
GROSS WIND LOADS -MAIN ROOF
ROOFING MATERIALS
COMPONENTS
ROOF ZONE
PRESSURE
SUCTION
PRESSURE
AND CLADDING
1 TO 20
1
2
3
PRESSURE (psf)
47.4
47.4
47.4
VERT. COMP.
41.0
41.0
41.0
HORIZ. COMP.
23,9
23.9
23.9
SUCTION (psf)
-51.8
-60.6
-60.6
VERT. COMP,
-44.7
-52.3
-52.3
HORIZ. COMP,
-26.1
-30.5 1
-30.5
NET WIND LOADS -MAIN ROOF
TRUSSES
COMPONENTS
ROOF ZONE
PRESSURE
SUCTION
PRESSURE
AND CLADDING
1 TO 20
1
2
3
PRESSURE (psf)
(P }
4 3.1
4 3,1
4 1
3.
VERT. COMP,
37.2
37.2
37.2
HORIZ. COMP.
21.7
21.7
21.7
SUCTION (psf)
-43.2
-51.9
-51.9
VERT. COMP.
-37.3
-44.9
-44.9
HORIZ. COMP.
-21.7
-26.2
-26.2
WIND PRESSURES ( PSF )
EXTERIOR DOORS, WINDOWS, WALLS
EFFECTIVE 2
AREA (ft }
ZONE 4
ZONE 5
PRESSURE
SUCTION
PRESSURE
SUCTION
1 TO 20
51.8
-56.2
51.8
-69.4
21 TO 50
49.3
-53.7
49.3
-64.4
51 TO 100
46.3
-50.7
46.3
-58.4
101 TO 150
44.0
-48.4
44.0
-53.8
151 AND OVER
42.7
-47.0
42.7
-51.1
DOORS WINDOWS & WALLS
COMPONENT AND QLNUDINQ I OARING DIAGRAMS
1. ENCLOSED BUILDING GCpi = ;/ -0.18
2. a = 4.6`
System No. BW -"001
Assembly Ratings - 1 and 2 Hr (See Item 2)
L Rating at Ambient - Less than 1 CFM /Lin Ft
L Rating at 400' F - Less than 1 CFM /Lin Ft
Joint Width - 3/4 In. Max
1.Floor Assembl)Oirr -4 -1/2 in. thick reinforced lightweight or normal weight (100 -150 pcf) structural
concrete. Floor may also be constructed of any 6 in. tRWcohlL (CikOSSiftedUI m fd1w -core
SeBrecast Concretecdle4ery in the Fire Resistance Directory for names of manufactures.
2.Wall Assembl)Xh -1 or 2 h fire -rated gypsum board /steel stud wall assembly shall be constructed
of the materials and in the monner specified in the individual U400 or V400 Series Wall or Partition Design
in the UL Fire Resistance Directory. In addition, the wall may incorporate a head -of -wall joint system
constructed as specified in the HW Series Joint Systems in the UL Fire Resistance Directory. The wall shall
include the following construction features:
.Sleet Floor Runridoor- runners of wall assembly shall consist of min No. 25 gauge golv steel
channels sized to accommodate steel studs (Item 2B). Floor runners to be provided with min 1 -1/4
in. flanges. Runners secured with steel fasteners spaced 12 in. OC.
Studs -steel studs to be min 2 -1/2 in. wide. Studs cut 1/2 to 3/4 in. less in length than
assembly height with bottom nesting in, resting on and fastened to floor runner with sheet metal
screws. Stud spacing not to exceed 24 in. OC.
Gypsum Boordbypstim board installed to a min total thickness of 5/8 or 1 -1/4 in. on each
side of wall for a 1 or 2 hr rated wall, respectively. Wall to be constructed as specified in the
individual U400 or V400 Series Design in the UL Fire Resistance Directory, except that a max 3/4 in.
gap shall be maintained between the bottom of gypsum TbachbLaild top of concrete floor.
fire rating of the joint system is equal to the hourly fire rating of the wall.
3.Fill, Void or Cavity Material'MISmahz*retion between top of floor and bottom of
gypsum board isF6/41 hand 2 hr rated wall assemblies, min 5/8 in. or 1 -1/4 in. thickness of
fill material, respectively, installed on each side of the wall between the bottom of the gypsum board and
the top of the concrete floor, flush with each surface of the wall.
HILTI CONSTRUCTION CHEMICALS, DIV OF
HILTI ING- CP601S Elastomenc Firestop Sealant, CP606 Flexible Firestop Sealant or FS -ONE Sealant
*Bearing the UL Classification Mark
System No. HW- S-0039
Assembly Ratings - 1 and 2 Hr (See Item 2C)
Joint Width - 3/4 in, Max
rrmarrrurnrnnururrnnm
1. Floor Assembly -- Min 4 -1/2 in. thick reinforced lightweight or normal weight (100 -150 pcf) structural
concrete.
2. Wall Assembly -- The 1 or 2 hr fire -rated nonbeoring gypsum wallboard /steel stud assembly constructed
of the materials and in the manner described in the individual U400- Series Wall and Partition Designs in
the UL Fire Resistance Directory and shall include the following construction features:
A. Stec! Floor and Ceiling Runners -- Top and bottom runners of wall assembly shall consist of min
25 go gals steel channels sized to accommodate steel studs (Item 2B). Ceiling runner to be provided
With 2 in. flanges. Ceiling runner secured with steel fasteners spaced max 12 in. OC.
B. Studs -- Steel studs to be min 2 -1/2 in. wide. Steel studs cut 1 in, less in length than assembly
height with bottom nesting in and resting on floor runner and with top nesting in ceiling runner without
attachment. Steel stud spacing not to exceed 24 in, OC.
C. Gypsum Board* -- Wallboard sheets to be installed to a min total thickness of 5/8 or 1 -1/4 in.
on each side of the wall for a 1 or 2 hr fire rated wall, respectively. Wall to be constructed as
specified in the individual Wall and Partition Design in the UL Fire Resistance Directory, except that a
nom 1/2 in. to 3/4 in. gap shall be maintained between the top of the wallboard and the bottom of
the concrete floor. The screws attaching the wallboard to studs at the top of the wall shall be located
4 in. from the floor. No screws are to be installed closer than 4 in, from the floor. The hourly fire
rating of the joint system is dependent on the hourly fire rating of the wall.
3. Fill, Void or Cavity Material' -- Sealant -- Max separation between bottom of floor and top of wall is
3/4 in, Fill material installed an each side of the wall between the top of the wallboard and the bottom of
the concrete floor, flush with each surface of wallboard. A min 5/8 or 1 -1/4 in. thickness of fill material
is required for a 1 or 2 hr fire rated wall, respectively,
HILTI CONSTRUCTION CHEMICALS, DIV OF
HILTI INC -- FS -ONE Sealant
"Bearing the UL Classification Mark
UL - FIRESTOP SYSTEMS
N.T.S.
W',
!id!_
4- 1/4 X 1 5/8"
TAP CONS
TYPICAL
USP MTW20
Installation
TRUSS STRAP
RETROFIT CONNECTOR
N.T.S.
GENERAL NOTES
1. LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, STRUCTURES, AND OTHER
FEATURES ARE SHOWN ACCORDING TO THE BEST INFORMATION AVAILABLE AT THE TIME OF
PREPARATION OF THESE PLANS, BUT DO NOT PURPORT TO BE ABSOLUTELY CORRECT. PRIOR TO
CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND AGREE TO BE FULLY RESPONSIBLE FOR
ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE
AND PRESERVE ANY AND ALL EXISTING UTILITIES, STRUCTURES, AND OTHER FEATURES
AFFECTING HIS WORK. ANYTHING NOT SHOWN ON THESE DRAWINGS SHOULD BE BROUGHT TO THE
ATTENTION OF THE ENGINEER AND SHALL NOT CONSTITUTE AN EXTRA, UNLESS APPROVED BY
THE ENGINEER.
2. THE CONTRACTOR SHALL CONTACT THE ENGINEER'S OFFICE IMMEDIATELY CONCERNING ANY
CONFLICTS ARISING DURING CONSTRUCTION OF ANY IMPROVEMENT SHOWN ON THESE DRAWINGS.
3. THE INFORMATION PROVIDED IN THESE PLANS IS SOLELY TO ASSIST THE CONTRACTOR IN
ASSESSING THE NATURE AND EXTENT OF CONDITIONS WHICH MAY BE ENCOUNTERED DURING
THE COURSE OF WORK,
4. PROVIDE TEMPORARY SUPPORT OF STRUCTURAL MEMBERS WHEN REMOVING EXISTING WALLS
AND FLOORS.
5, THE CONTRACTOR SHALL MATCH ALL EXISTING ARCHITECTURAL DETAILS FOR NEW ADDITION
INCLUDING COLUMNS, SIDING, RAILING, MOLDING, FASCIA, ETC.
TYPICAL LINTEL SECTIONS
No,
BAR
LENGTH
LENGTH
BOTTOM REINFORCING BARS
"A" MAIN BARS "B" BARS
SAFE LOAD - POUNDS PER LINEAR FOOT
UNFILLED
FILLED
L 1
4 -
0
48
Pre cost
S -6"
1,875 Lbs
6,048 Lbs
L 2
/ FT.
# / FT,
4' -0"
3' -10"
2' -8"
1.850 Lbs
4.815 Lbs
L 3
-
4"
S -2"
FOR 2 1/2"
a
1,743 Lbs
4,615 Lbs
4
1 5
10"
7
Prg cosi
5"'"10"
1,57
744 Lbs
L 5
6' -
6"
78"
Pre cost
5' -0"
1,565 Lbs
3,260 Lbs
L 6
7' -
6"
90"
Pre cast
W
1,550 Lbs
2,887 Lbs
L 7
9' -
4"
112"
Pre cast
8' -4"
1,025 Lbs
1,747 Lbs
L 8
10' -
6"
N 26°
Pre cost
8' -0"
922 Lbs
1,333 Lbs
L 9
11' -
4"
136"
Pre cost
/ / FT.
800 Lbs
1,483 Lbs
L 10
12' -
0°
144"
Pre cast
12' -6"
13' -4"
750 Lbs
1,304 Lbs
L 11
13' -
4"
0 60`
Pre cast
14' -0"
651 Lbs
1,018 Lbs
L 12
600 FT
1,700 IFT,
585 Lbs
909 Lbs
L 13
14 -
8"
176°
Pre sues
ed
563 Lbs
1,341 Lbs
L 14
15' -
4"
184"
Pre stressed
510 Lbs
1,210 Lbs
L 15
17' -
4"
208°
Pre stressed
387 Lbs
911 Lbs
L 16
19' -
4"
232"
Pre styes
ed
289 Lbs
823 Lbs
REINFORCING • AND LOAD
LINTEL
LENGTH
BAR
LENGTH
CLEAR
SPAN
BOTTOM REINFORCING BARS
"A" MAIN BARS "B" BARS
MAX. SAFE
LOAD
LINTEL ONLY
SAFE LOAD
ON
COMPOSITE
2' -10"
2' -9"
1' -6"
2. 7/320 NONE
1.000 t
3.000 +
S -6"
3' -4"
2' -2"
PLAIN BARS END
/ FT.
# / FT,
4' -0"
3' -10"
2' -8"
HOCKED UP 90
wl
I.L.
4' -5"
4' -4"
S -2"
FOR 2 1/2"
a
5' -4"
5' -2`
4' -0°
2 13 0 NONE
1.000 +
2.100 +
5"'"10"
V -8"
4' -6"
CD
Ff.
/ Fr.
6' -4"
6' -2'
5' -0"
cm
001
6' -8"
6' -4"
5' -4"
CD
W
C
7' -5"
7' -0"
6' -2"
2. #4 0 NONE
800 +
2,250 +
8' -4"
7' -10"
7' -0"
( / FT,
/ / FT.
9' -4"
W -10"
8' -0"
2. #5 0 NONE
800 +
2.000 +
10'-6"
10' -0"
9' -2"
/ / FT.
f / FT.
11' -4"
10' -10"
10' -O"
2. #5 0 2. #3 0
800 FT.
2,000 FT.
12' -6"
13' -4"
12' -0"
12' -10"
11' -2"
12' -0"
700 FT
1,800 FT.
650 FT
1,600 FT,
14' -0"
_
600 FT
1,700 IFT,
�s •s
1
7/32 0 PLAIN BAR EACH
LEG UP TO 14' -8' LENGTHS
3/8 0 REBAR EACH LG
OVER 14' -8" LENGTHS
7/32" STIRRUPS 0 4' -0" O.0
LENGTHS OVER 14' -8" (TIED
OR WELDED)
A" BARS (MAIN REINF.)
SEE SCHEDULE
"B" BARS SEE SCHEDULE
PRE CAST CONCRETE
N.T.S.
�Q 7/32 0 PLAIN BAR EACH
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