13-872-011GEN'ERAL NOTES:
I CODES VI - STEEL NOTES
1. FLORIDA BUILDING CODE 2010 1. COPED OR CUT ENDS OF MEMBERS SHALL BE REINFORCED WHERE REQUIRED TO
2. AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR REINFORCED SUSTAIN THE SPECIFIED REACTIONS. a
CONCRETE" ACI 318 -10 ( "ACI 31n. 2. UNLESS OTHERWISE SHOWN ON DRAWINGS, SIZE OF WELDS SHALL NOT BE 2
3. AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR MASONRY. SMALLER THAN 1/4%
STRUCTURES" ACI 530 -10 ( "ACI 5301. 3. THE CONTRACTOR SHALL PROVIDE, AT No ADDITIONAL COST, ALL ADDITIONAL
4. NATIONAL FOREST PRODUCTS ASSOCIATION "NATIONAL DESIGN SPECIFICATION FOR STEEL., SHORING, CONNECTIONS, GUYING, ETC. REQUIRED FOR ERECTION.
WOOD CONSTRUCTION', 2010 ("NFPA"). 4. UNLESS SPECIFICALLY NOTED, STEEL DETAILS SHOWN ON THE DRAWINGS ARE O a
5. AMERICAN INSTITUTE OF STEEL CONSTRUCTION "SPECIFICATION FOR STRUCTURAL FOR CONCEPT ONLY AND DO NOT INDICATE REQUIRED NUMBER OF BOLTS, SIZE Q ® ® Q
OF WELDS, ETC.
STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN JUNE 1,
1989 ( "AISC") 5. BOLTS, NUTS AND WASHERS FOR STEEL PERMANENTLY EXPOSED TO WEATHER
SHALL BE GALVANIZED. SEE SPECIFICATIONS.
11 MATERIALS 6. MEMBERS MAY ONLY BE SPLICED WHERE SPECIFICALLY DETAILED ON ACCEPTED
SHOP DRAWINGS. 2
UNLESS OTHERWISE SHOWN OR NOTED ON DRAWINGS: 7. FIELD CUTTING OF STRUCTURAL STEEL IS NOT PERMITTED EXCEPT WITH THE Q
1. CAST -IN -PLACE CONCRETE: PRIOR APPROVAL OF THE ENGINEER.
. ¢ d v
FOUNDATIONS & BALCONIES 3 KSI NORMAL WT. W/ W/C L 0.4
SLABS ON GROUND: 3 KSI NORMAL K.
COLUMNS AND BEAMS / SLABS: 3 KSI NORMAL WT.
2. REINFORCEMENT: V11 STRUCTURAL MASONRY NOTES
1. WIND DESIGN CRITERIA: d) EXPOSURE "D"
DEFORMED BARS: ASTM A615, GRADE 60. 1. STRUCTURAL CONCRETE MASONRY, AS SHOWN ON THESE DRAWINGS, SHALL HAVE o) WIND SPEED 175 MPH. e) INTERNAL. PRESSURE COEFFICIENT = t0.18
WELDED WIRE FABRIC: ASTM A185, GRADE 60. A COMPRESSIVE STRENGTH (F'M) OF 1500 PSI. b) BUILDING CATEGORY II. f) TOPOGRAPHIC FACTOR Kzt = 1.0
c) IMPORTANCE FACTOR = 1.0 g) DIRECTIONALITY FACTOR Kd = 0.85
3. STRUCTURAL STEEL: 2. MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N. TYPE II, NORMAL
ALL ROLLED SHAPES: ASTM A36 ASTM A572 FOR W SHAPES WEIGHT, HOLLOW, UNLESS SPECIFICALLY NOTED OTHERWISE ON THESE DRAWINGS, 2. G = 14.0' (3 :12)
ALL PLATES AND CONNECTION MATERIAL ASTM A36 ( ) WITH SPECIFIED AB LENGTH AS REQUIRED TO ACHIEVE COMPRESSIVE STRENGTH
ALL TUBULAR SECTIONS ASTM ABDO, GRADE B 3. h = MEAN ROOF HEIGHT = 10' -0"
ALL ANCHOR BOLTS ASTM A307 3. ALL MASONRY WORK SHALL CONFORM TO ACI 530.1 -99 "SPECIFICATIONS FOR
MASONRY STRUCTURES ". 4. ® REPRESENTS COMPONENTS AND CLADDING PRESSURE ZONES.
III GENERAL 4. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S FOR ABOVE GRADE, TYPE
M FOR BELOW GRADE.
5. a = WIDTH OF PRESSURE COEFFICIENT ZONE: a = 4' -0"
1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE 5. GROUT FOR FILLED CELLS SHALL CONFORM TO ASTM 0476 WITH 3000 PSI
SPECIFICATIONS, ARCHITECTURAL AND MECHANICAL. DRAWINGS. IF THERE IS A STRENGTH AT 28 DAYS. CELLS SHALL. BE GROUTED IN INCREMENTS NOT
DISCREPANCY BETWEEN DRAWINGS rT IS THE CONTRACTOR'S RESPONSIBILITY EXCEEDING 5 FEET VERTICALLY. FILL ALL CELLS BELOW GRADE.
TO NOTIFY THE ENGINEER PRIOR TO PERFORMING WORK. 6. VERTICAL. REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED BARS.
At i nn i o nnlrrAi\n►.n nr.►.rnnn ur% ouA, . nr nnnt rrrn ki ki LJ. dl , An
2. DO NOT SCALE DRAWING TO OBTAIN DIMENSIONAL INFORMATION. nUL %,F-LAa t,Ul4IPM1111jV fRG1111rUfMA1j%2 Z1rV%LL OF- UrNUUMU. FAMMUm Lrr
SPLICES SHALL BE AS FOLLOWS:
3. GENERAL CONTRACTOR SHALL. COORDINATE THE WORK AND SEQUENCE OF
VARIOUS TRADES. f 3 BARS - V -6"
# 4 BARS - 2' -0"
4. SHORING, BRACING AND PROTECTION OF EXISTING AND ADJACENT STRUCTURES # 5 BARS - 2' -6"
DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. # 6 BARS - 3' -0"
PROTECT AND MAINTAIN THE INTEGRITY OF ADJACENT STREETS, BUILDINGS
AND STRUCTURES. 7. HORIZONTAL REINFORCING SHALL BE LADDER TYPE WITH 9 GAGE WIRE
CONFORMING TO ASTM A82 AND SHALL BE PLACED EVERY OTHER COURSE U.Q.N.
5. DO NOT CUT OR ALTER ANY FOISTING STRUCTURAL MEMBERS WITHOUT WRITTEN
AUTHORIZATION OF THE ENGINEER. 8. ALL BLOCK SHALL BE PLACED IN RUNNING BOND,
IV FOUNDATION NOTES
ROOFS
COMPONENTS AND CLADDING FOR A
100 S.F. TRIB. AREA
(GROSS LOADS)
PRESSURE ZONE
WIND PRESSURE
(PSF)
1. (FIELD)
+19.01 -39.0
2. (PERIMETER)
+19.0, -54.0
3. (CORNER)
+19.0. -86.0
OVERHANGS (2,3
+12.0. -98.0
WALLS
COMPONENTS AND CLADDING FOR A
50 S.F, TRIB. AREA
(GROSS LOADS)
PRESSURE ZONE
WIND (PSF) PRESSURE
4. (FIELD)
+42.0. -46.0
5. (CORNER)
+42.0, -53.0
DOORS
< 10 S.F.
VIII PREFABRICATED TIMBER TRUSSES E
1 ALL FOOTINGS DESIGNED TO BEAR ON SOIL WITH A MINIMUM BEARING CAPACITY
OF 2000 PSF.
1. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY MANUFACTURER TO SUSTAIN
COMPONENTS AND CLADDING
(GROSS LOADS)
PRESSURE ZONE
LOADS INDICATED ON LOAD SCHEDULE. MANUFACTURER SHALL SUBMIT CALCULATIONS,
PRESSURE (PSF)
2. ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS OR WALLS ABOVE, U.O,N,
SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF
DOORS
< 10 S.F.
FLORIDA, FOR REVIEW AND APPROVAL. BY THE ENGINEER OF RECORD.
21 S.F.
3. PROVIDE DOWELS IN FOUNDATIONS FOR ALL WALLS AND COLUMNS
-50
6E
OF SAME NUMBER AND SIZE AS THE VERTICAL REINFORCEMENT ABOVE,
2. MANUFACTURER SHALL SUBMIT SHOP DRAWINGS, SIGNED AND SEALED BY A
-62
U.O.N.
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, INDICATING
4 &5 POSITIVE
+46
TRUSS LAYOUT, PROFILES AND MEMBER SIZES FOR REVIEW AND APPROVAL BY
+44
4. SLABS ON GROUND SHALL. BE PLACED ON SELECT GRANULAR FILL COMPACTED
THE ENGINEER OF RECORD.
+26
TO 95 PERCENT MAXIMUM MODIFIED DRY DENSITY PER ASTM D1557. SEE
-22
TYPICAL DETAIL,
3. ROOF TRUSS PROFILES SHALL BE IN ACCORDANCE WITH ARCHITECTURAL REFLECTED
CEILING PLANS.
5. FOOTING ELEVATIONS SHOWN ON THE DRAWINGS HAVE BEEN ESTIMATED.
ACTUAL ELEVATIONS OF FOOTING BOTTOMS WILL BE DETERMINED BY FIELD
4. MANUFACTURER SHALL PROVIDE CROSS BRACING AS REQUIRED FOR STABILITY,
CONDITIONS.
BOTH
BOTH DURING ERECTION AND UNDER SERVICE CONDITIONS. BRACING CONFIGURATION
BE SHOWN ON SHOP DRAWINGS
6. MANUFACTURER SHALL PROVIDE OPENINGS AS REQUIRED TO ACCOMODATE DUCTWORK.
OPENINGS
BAR
SIZE
COMPONENTS AND CLADDING
(GROSS LOADS)
PRESSURE ZONE
WIND
PRESSURE (PSF)
WINDOWS
#5
DOORS
< 10 S.F.
35
21 S.F.
4. (FIELD)
-50
6E
-48
5. CORNER
-62
+26
-58
4 &5 POSITIVE
+46
-34
+44
V CONCRETE NOTES 6. METAL EXPOSED TO WEATHER, INCLUDING NAILS AND FASTENERS, SHALL BE
GALVANIZED. NOTES
I. ALL CONCRETE WORK, INCLUDING CONCRETE SHOWN ON ARCHITECTURAL AND 7. MANUFACTURER SHALL SPECIFY REACTION LOADS AND PROVIDE ANCHORS SUFFICIENT
MECHANICAL DRAWINGS, SHALL COMPLY WITH ACI 301 -89 "SPECIFICATIONS + = PRESSURE
FOR STRUCTURAL CONCRETE FOR BUILDINGS ". FOR THESE LOADS. LOADS AND ANCHORS SHALL BE SHOWN ON SHOP DRAWINGS. - = SUCTION
2. WORK SHALL ALSO CONFORM TO THE REQUIREMENTS AND RECOMMENDATIONS
OF THE FOLLOWING ACI DOCUMENTS: 3058, 306.1, 306R, 211.1. 211.2. IX LOADS
214, 304R, 304.2R, 304.5R, 309R, 308, 302AR, SP -66, 117, 347R. MAIN WIND FORCE RESISTING SYSTEM
3. MAXIMUM WATER /CEMENT RATIO BY WEIGHT: 0.45 FOR NORMAL WEIGHT. GRAVITY
FLOOR LOADS: DEAD =30PSF
EXPOSED CONCRETE SHALL BE AIR ENTRAINED. LIVE =40PSF (INTERIOR) 60 PSF BALCONIES 3 6 LONGITUDINAL
4, REINFORCING STEEL SHALL HAVE A MINIMUM CLEAR COVER AS FOLLOWS.
U.O.N. IN DRAWINGS: ROOF LOADS: DEAD =15 PSF (TOP CHORD)
CONCRETE POURED AGAINST EARTH « ...................3" 10 PSF (BOTTOM CHORD) 4 2
LIVE =30 PSF
CONCRETE EXPOSED TO EARTH OR WEATHER 3E 6E LONGITUDINAL
#5 OR SMALLER ........................... 1 -1/2" MASONRY : 80 PCF
CONCRETE .150 PCF
#6 OR LARGER ...... .............................2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 4E 2E INTERIOR ZONE h
COLUMNS (TIES AND MAIN REINFORCING) ............ 1 -1/2"
BEAMS (STIRRUPS AND MAIN REINF) ................1 -1/2'
5. ALL REINFORCEMENT SHALL BE SECURELY HELD IN POSITION WHILE PLACING END ZONE
CONCRETE. IF NECESSARY, ADDITIONAL BARS SHALL BE PROVIDED BY THE
CONTRACTOR TO FURNISH SUPPORT. WIND: IN ACCORDANCE WITH ASCE 7 -05. SEE CALCULATIONS FOR ADDITIONAL INFORMATION.
6. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS AND LOCATIONS OF ALL COMPONENTS AND CLADDING
OPENINGS, PIPE SLEEVES, ETC. AS REQUIRED BY ALL TRADES, BEFORE THE
CONCRETE IS POURED.
7. DIMENSIONS 'Ld" AS NOTED ON DRAWINGS SHALL CORRESPOND TO THE FOLLOWING 5 LONGITUDINAL 1
LENGTHS IN INCHES AS SHOWN IN THE TABLES BELOW.
COLUMNS
BAR
SIZE
Ld
#3
15
#4
20
#5
26
#6
35
#7
44
TABLE ASSUMPTIONS: N•,_ -1E
1. Pc = 3 ksI 5E LONGITUDINAL - 2. A MINIMUM CLEAR COVER AS h
SHOWN IN SECTION 4 ABOVE
3. A MINIMUM CLEAR SPACING
OF 3" BETWEEN ANY BARS
4, fy = 60 ksT
5. NORMAL.. WEIGHT CONCRETE
l'1 146 MPH - EXPOSURE "C" -CAT. II BLDG. I= 1.0- Krt= 1.0 -Kd= 0.85- Hh =10'Kz =0.85
a
WIND DIRECTION
A
B
PRESSURE ZONE
1E
1
4E
4
2E
2
3E
3
5E
5
6E
6
WIND (PRESSURE
+36
+26
-29
-22
-49
-34
-32
-24
+36
+26
-29
-22
8. ALL LAP SPLICES SHALL BE 1.3 Ld UNLESS NOTED OTHERWISE ON DRAWINGS.
NOTES:
9. DOWEL BAR SUBSTITUTIONS SHALL BE PERMITTED PROVIDED THAT MANUFACTURER'S + = PRESSURE
DATA SUPPORTS FULL TENSION SPLICES. 0 - = SUCTION
10. ALL SLEEVES AND PENETRATIONS SHALL BE PROVIDED BY THE SUB - CONTRACTOR
REQUIRING THE OPENING.
11. ALL SLABS SHALL. BE FINISHED PER ACI 301 UNLESS OTHERWISE NOTED ON
THE ARCHITECTURAL DRAWINGS.
b q
4951 SW 74'G.'FUrl" b ».
Carlos J. Bravo, R.A. AR17584
THE DESIGNS AND DRAWINGS PRESENT HEREIN ARE THE SOLE
PDUPLICATED "O'SPECIRcDWRITTEN PERMISSION D O OR
URVANX. INC.
V u)
o✓ F
iF 3
0 24
SEAL
IN LAY PROFESSIONAL. JUDGEMENT AND TO THE BEST OF
LAY KNOWLEDGE AND BELIEF. THE PLANS AND
SPECIFICATIONS CONTAINED HEREIN COMPLY WITH ALL
APPLICABLE BUILDING CODES_
Consultant:
Addition /Renovation
for
Salcines / Gonzalez
Residence
7800 SW 58 Ct.
South Miami, FL 33143
Owner:
Jacqueline A. Salcines &
Rodolfo R. Gonzalez
7800 SW 58 Ct.
South Miami, FL 33143
(305) 669 -5236
Permit Set
REVISIONS
Nol DATE I DESCRIPTION I
STRUCTURAL NOTES
SHEET TITLE
DATE 04 .25.2014
� i
DRAWN
REVIEWED C.J.B. i
S.1
SHEET
1362
PROJECT N0.