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TEfRMITE TREATMENT:
AS A FREVENTITIVE METHOD 01= TEf;,DMITE
TREATMENT, THE SORA CAR 5'r5TEM 15 TO
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SFECIFICATIONS.
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I 3211 X 3211 X 20"D
FAD WITH 4 AR -5 �
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AT COLUMNS
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VERTICAL CELL TYF.
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ethylene vapor barrier on well =compacted, clean,
f i 1 1. broom finish_
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MONOLITHIC i
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NAIL ROOF $HEATHNG W/W NAIL$ AT 6' Or— AT EDGED
ANP I3. OZ. AT INTER KPIATE SUPPORT$
EXCEPT AS FOLI.OWB,
NAIL ALL 81,1EATHMG WITHIN 5'-m' GF ALL ROCIE8
AND SAVE$ (EBG!_ OF ROOF WHICH 1$ NOT A GABLE)
At -0 WITHIN b'-ra' OF ALL GAZLII END$ AT 6' O.G.
AT EDGES AND NTERMEOIATE SUPPORTS TYP._
SIMP50N HETAI6 AT EACH
TRU55 END TYP. ---
METAL DRIP EDGE ON
ALUM FASCIA
ON 2X65U5-FASCIA
PRE -FINISHED ALUM.
SOFFIT SYSTEM ---
PRE -CAST LINTEL OVER
OPENINGS
SEE LINTEL 5GHEDULE
FIE3ERME5H MAY BE
5U55ITUTED IN PLACE
OF W.W.M.
6Xro NO. 10 WWM SLAP REINFORCING
TYPICAL
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PRE-ENGINEERED WOOL-,) ROOF TF21155ES
AT 24' O.G. MAX.
I/2' MR DRYWALL NAILED OR SCREWED WITH 5d COOLER
OR 1 1/2' NAILS OR SCRI=Wl AT 71' O_C_
8 x 8 MASONRY BOND BEAM
WITH 1 05 SAR DONT TYP.
MAINTAIN 1 1/2" FROM TOP OF
BEAM TO TOP OF STEEL TYP.
MONOLITHIC FOUNDATION 6LAB-ON-GRADE
(551= FOUNDATION PLAN f:OR SIZE -5)
MINIMUM
COVJ.FR
WALL 5ECTION ScALE: I` - 1'0"
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of
SAFE LOAD TABLES
FOR GRAVITY, UPLIFT & LATERAL LOADS (PLF)
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U -LINTELS
c I�7r
c ~r
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8U8
8FO-013
OF12-OB
8F16-06
OF20-OB 8F24 -OB
8F26-08
8F32 -OB
8F8-16 181"12-2181"16-18181`20-1B 8F24-18 8F28-18
8F32 -1B
2'-10"(34') PRECAST
2231
3069
4605
6113
7547
8974
10394
11809
3069 1 4605 1 6113 7547 8974 10394
11809
3'-6" (42") PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3069 1 4605 6113 7547 8974 10394 1
11809
4'-0" (48„) PRECAST
1966
2561
2751
3820
4890
5961
70.34
8107
2693 4605 6113 7547 89/4 10394
11809
4'-6” (54") PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
2189 4375 6113 7547 8672 10294
11809
5'-4" (64") PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
1663 3090 5365 7547 w 7342(,9) 8733(,9)
10127,91
5'-10" (70„) PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
1451 2622 4360 7168(o) 6036(19) 7181(19)
8328 (n)
6'-6” (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
1238 2177 3480 1 5381 1 8360 10394(n]
8825 (1+)
7'-G" (90") PRECAST
743
1011
1729
2632
2205
2698
3191
3685
1 1729 2661 39 581 8476472
(n)9
„ „
-4 (112) PRECAST
554
99
1160
1625
2564
3686
28168(1
3302
752 1245 1843 2564 3486 4705(n]
6390(+4
10'-6" (126") PRECAST
475
535
890
1247
2093
2717
2163
2536
643 1052 1533 2093 2781 36430
4754(o)
11'-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
2 945 1366 1846 2423 3127
06
„
12'-0” (144) PRECAST
337
540
873
1254
1 84
2193
2805
3552
540 873 1254 1684 2193 2805
3552
13'-4" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
471 755 1075 1428 1838 2316
2883
14'-0" (168") PRECAST
279
424
706
1002
1326
1697
2127
2630
442 706 1002 1326 1697 2127
2630
(176") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
458 783 1370 1902 2245 2517
2712
15'-4" (184") PRESTRESSED
N.R.
626 (1
NR
N R
1052 ,
NR
NR
NR
411 73
2 710 1250 1733 2058 2320
2513
17'-4"(208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
300 548 950 1,326 1609 1849
2047
19'-4"(232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
235 420 750 1037 1282 1515
1716
21'-4"(256") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
180 340 598 845 1114 1359
1468
22'-0"(264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
165 315 550 784 1047 1285
1399
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR I
NR129
250 1 450 654 884 1092
1222
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
OR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U -LINTELS
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR CR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U -LINTELS
4~N -4m"
c ~r
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8F8 -1T
8F12 -1T
81`16-1T
8F20 -1T
OF24-1T
8F28 -1T
8F32 -1T
819727 8 T 8F16 -2T 8 T 8F24 -2T 8F88� 2T
8
2 -10
(34„) PRECAST
765
3173
1365
5747
4
591
gi �6
1972 3173 4460 5747 7034 8321
9608
3 -6„
„
(42) PRECAST
1569
2524
3547
4569
5591
6613
7636
1569 2524 3547 4569 5591 1 6613
7636
4'-0”
(48") PRECAST
1363
2192
3079
3966
4853
5740
6627
1363 2192 3079 3966 4853 5740
6627
4'-6" (54") PRECAST
1207
1940
2724
3508
4292
5077
5861
1207 1940 2724 3508 4292 5077
5861
5'-4" (64") PRECAST
1016
1632
2290
2949
3607
4265
4924
1016 1632 2290 2949 3607 4265
4924
5'-10"
(70") PRECAST
909
1492
2093
2694
3295 1
3897
4498
929 1492 2093 2694 3295 1 3897
4498
6'-6"
(78") PRECAST
835 (,
1340
1880
2419
2959 1
3498
4038
835 1340 1880 2419 2959 3498
4038
7'-6"
(90") PRECAST
727
1021
1634(12)
2102(11)
257110)
3039(1o)
3508 (9)
727 1166 1634 2102 2571 3039
3508
9'-4" (112") PRECAST
591
680
1133(15)
1471(,
1811 (i51
2152(,e)_2494(,
591 851 1705 2084 2463
2842
10'-6"
(126') PRECAST
530
552
1185 (1
1458(15)
1732(,
2007 it
530 686 1526 1865 2204
E1798
2544
11'-4"
(136") PRECAST
474
485
1034 (1
1272(1
1510 15
1749(1494
599 1422 1738 2053
2369
12'-0"
(144") PRECAST
470 p
441
723(,)l
936 it4
1151(,5)
1366(15)
1582 (15)
470 1 543 928 1 1349 1649 1948
2247
13'-4"
(160") PRECAST
418 p
373
606 (14)
783 (14
962 (1#
1141(1#
1321 oo
428 455 770 1 1145 1444 1718
1993
14'-0"
(168") PRECAST
304 (is
346
559 (14)
723 (14)
887 (1q
10544)
1218 (14)
410 420 709 1 1050 1434 a 1694
1954
14'-8"
(176") PRESTRESSED
239
323
519 (1)
671 (1
823 pa]
976 (u)
1129 14
246 390 655 968 1324 9 1625(n)
1874 (11)
15'-4"
(184") PRESTRESSED
224
302
485 y3)
626 (1
767 (1�
909 (q
1052 ,
230 364 609 897 1224(.)l 1561 1+
1801(,
17'-4"
(208") PRESTRESSED
187
255
404 (12)
520 (12
637 12)
754 (n
872 (12)
192 303 500 732 993 (e)l 1268 (14
1470 1+
19'-4" (232") PRESTRESSED
162
222
347 (,1)
446 (11)
546 (14
646 (12)
746 (2)
166 261 424 616 831 (9) 1057 14
1225 (1+)
21'-4"
(256") PRESTRESSED
141
198 1
306 pi)l
393 (t,)
480 (11)
567 (it)
654 (11)
142 230 1 369 1 531 713 ( 903 1a
1046 1
22'-0"
(264") PRESTRESSED
137
192
295 (10)
378 (n)
461 (to)
545 (i1)
629 (u)
137 221 354 508 681 (1 861 (1j)
997 1
24'-0"
(288") PRESTRESSED
124
175
267 (10
341 (10
416 (to)
491 (1o)
565 (,o)
124 200 316 450 600 (1 756 (12)1
875 (18
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR CR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U -LINTELS
4~N -4m"
SAFE LOAD
PLF
TYPE
LENGTH
BU8
8F8
REINF.
CMU*
2'-10"(34') PRECAST
1293
1642
2135
3'-6" (42") PRECAST
1025
1024
1830
4'-0" (48") PRECAST
765
763
1365
4'-6" (54") PRECAST
592
591
1057
5'-4" (64") PRECAST
411
411
734
5'-10" (70") PRECAST
340
339
607
6'-6" (78") PRECAST
507
721
483
7'-6" (90") PRECAST
424
534
357
9'-4" (112") PRECAST
326
512
227
10'-6" (126") PRECAST
284
401
178
11'-4" (136") PRECAST
260
452
152
12'-0" (144") PRECAST
244
402
135
13'-4" (160") PRECAST
217
324
109
14'-0" (168") PRECAST
205
293
98
14'-8" (176") PRESTRESSED
N.R.
284
89
15'-4" (184") PRESTRESSED
N.R.
259
82
17'-4" (208") PRESTRESSED
N.R.
194
63
19'-4" (232") PRESTRESSED
N.R.
148
51
21'-4" (256") PRESTRESSED
N.R.
125
42
22'-0" (264") PRESTRESSED
N.R.
116
39
24'-0" (288") PRESTRESSED
N.R.
91
33
* SEE NOTE 18
TYPE DESIGNA TION
= FILLED WITH GROUT / U = UNFILLED
QUANTITY OF 95 REBAR AT
BOTTOM OF LINTEL CAVITY
K16-IB/IT
NOMINAL WIDTH-]I
QUANTITY OF #5
NOMINAL HEIGHT J REBAR AT TOP
ALL LINTELS TO BE MANUFACTURED BY
KW �K FH2M,n ,tea M OIV�N�I6aW F"MM
ff MWW MMKU MM MW
LINT_FI_ CALCULATIONS
Mark
I_engr'h(fl)
#5 REBAR AT TOP, MIN,
Ll
1-4r'-8
(1) RED'D, SEE SCHEDULE
2, N.R, = Not Rated,
A_
1-1/2' CLEAR
w
4. Safe loads based on Grade 40 or Grade 60 field rebar,
11 All safe loads based on snply supported span,
X
2
_
designer by provldhg additional reinforced masonry above
for grade 40 field added rebar,
the precast lintel, See ReKorced CMU on Page 4,
C.M.U.
G. One 17 rebar may be substituted For two #5 rely rs h 8' lintels ori)1,15% reduction * 6472 (857 = 5501 ptf
7. The designer nay evalute concentrated loads from the safe load tables
by calculating the maximum resisthg moment and shear at al -away
iw
from the face of support.
N
GRUUT SOLID FULL HEIGHTGROUT
BOND BEAM ONLY AT
wUNFILLED
U-4
LINTELS
y#5
REBAR AS REWD
• e
SEE SCHEDULE
BOTTOM REINFORCING
PROVIDED IN LINTEL
(VARIES)
NOMINAL WIDTH
SEE SCHEDULE
ALL LINTELS TO BE MANUFACTURED BY
KW �K FH2M,n ,tea M OIV�N�I6aW F"MM
ff MWW MMKU MM MW
LINT_FI_ CALCULATIONS
Mark
I_engr'h(fl)
Type
Ll
1-4r'-8
8V1_1 6— 1 B/1 T
2, N.R, = Not Rated,
next longest length,
3. Safe loads are superimposed allowable load
10. All safe loads In mitts of pounds per linear foot.
4. Safe loads based on Grade 40 or Grade 60 field rebar,
11 All safe loads based on snply supported span,
5. Additional lateral load capacity can be obtained by the
12. The number In the parenthesis Indicates the percent reaction
designer by provldhg additional reinforced masonry above
ENGINEERING
SPECIFICATIONS
PR❑DUCT DESCRIPTI❑N
High strength precast concrete [Inlets designed to be unfilled or filled to form a composite reinforced bean using concrete masonry units.
MATERIALS
• f'c 8' precast lintels = 3500 psi - Concrete masonry units (CMU) per ASTM C90 with minimum net area
• f'c 8' prestressed, 6' and le precast lintels = 6000 psi compressive strenght = 1900 psi
• f'c 4' precast lintels = 3000 psi • Rebar per ASTM AG15 Grade 60
• Grout per ASTM C476 f'g = 3000 psi w7 maximum • Prestressing strand per ASTiI A416 Grade 270 low relaxatian
3/8 inch aggregate and 8 to 11 inch slump • 7/32 inch w're per ASTM A510
• Mortar per ASTH C270 Type J or S
GENERAL NOTE5
1. Provide full mortar head and bed joints, B. Cast -in-place concrete nay be provided in conpo-Re lintel in lieu of
2. Shore filled lintels as required, concrete masonry units.
3, Installation of lintel must comply with architectural 9. Safe load ratings based on rational design analysis per ACI 318 and AN 530
and/or structural drawings. 10, Product Approval4 Naml Dade County, Florida Nos. 03-0605115
4. U -lintels are manufactured with 5-1/2 Inch long notches adnd 03-0605114
ends to accomodate vertical cell reinforcing and groutihb,The exterior surface of Untels insialled in exterior concrete masonry wails
5. All lintels meet or exceed U360 vertical deflection, excepthall have a coating of stucco applied in accordance with ASTM C9;6
(Inlets 17'-4' and longer with a nominal height of 8' meet or other approved coating
or exceed U160. 12,Llntels loaded simultaneously with vertical (gravity or uplift) and horizontal
6. Bottom field added rebar to be located at the bottom (lateraD loads should be checked for the combined loading with the
of lintel cavity, following equatbru
7, 7/32 Inch diameter wire stirrups are welded to the button Applied vertical load Applied horizontal load 10
steel for mechanical anchorage, Safe vertical load Safe horizontal load
SAFE LOAD TABLE NOTES
1, All values based on Ndmum 4 Inch nominal bearing
8, For composite lintel heights not shown, use safe load from
Exception, Safe loads for unfilled lintels must be reduced
next lower height,
by 20L If bearing length is less than 6-1/2 Inches.
9. For lintel lengths not shown, use safe load from
2, N.R, = Not Rated,
next longest length,
3. Safe loads are superimposed allowable load
10. All safe loads In mitts of pounds per linear foot.
4. Safe loads based on Grade 40 or Grade 60 field rebar,
11 All safe loads based on snply supported span,
5. Additional lateral load capacity can be obtained by the
12. The number In the parenthesis Indicates the percent reaction
designer by provldhg additional reinforced masonry above
for grade 40 field added rebar,
the precast lintel, See ReKorced CMU on Page 4,
Examples 7'-6' lintel Type 8F32 -»i safe gravity load = G472 (15)
G. One 17 rebar may be substituted For two #5 rely rs h 8' lintels ori)1,15% reduction * 6472 (857 = 5501 ptf
7. The designer nay evalute concentrated loads from the safe load tables
by calculating the maximum resisthg moment and shear at al -away
from the face of support.
LI
Ll
Ll
LINTEL LAYOUT
5GA E: 1/2" = 110"
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GWIN
AW ASSOMTES
837 N VIRGINIA AVE
WHME'R PARI{, FLORIDA
32789
407-626-4161
MAX 407-628-4308
NVG
Drawn.
Check
A5 NOTED
Scale
2/10/OF7
Date
OE�211
Job No.
®
A
NVG
Drawn.
Check
A5 NOTED
Scale
2/10/OF7
Date
OE�211
Job No.
File
Sheet
I of I
STRUCTURAL DESIGN CRITERIA
CODES:
Florida Building Code, 2001 Second Edition
Building Code Requirements for Reinforced Concrete (ACI 318-99)
Specifications for Structural Concrete for Buildings (ACI 301-89)
Building Code Requirements for Masonry Structures (ACI 530-99)
AISC Manual of Steel Construction, ASD, (Ninth Edition)
National Design Specification for Wood Construction, 1997 Edition.
APA Plywood Design Specifications
DEAD LOADS:
Floor: Structure ..........................7 PSF
Ceilings ............................3 PSF
Mech/Elec.........................5 PSF
Partitions ...........................5 PSF
Total..............................20 PSF
Roof: Roofing ..............................5 PSF
Structure .............................7 PSF
Ceilings ..............................3 PSF
Mech/Elec ..........................5 PSF
Total..............................20 PSF
FLOOR LIVE LOADS:
Residential Floor.................40 PSF
Residential Balconies .......... 40 PSF
Residential Docks................40 PSF
Residential Stairs.................40 PSF
ROOF LIVE LOADS:
Minimum Roof Live Load (PSF)
Drawn
Q)
Tributary Loaded Area (sq.ft.)
AS NOTED
l.l_l
For any Structural Member
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Roof Slope 0 to 200 201 to 600
Over 600
1
0:12 <4:12 20 16
12
> 4:12 < 12:12 16 14
12
> 12:12 12 12
12
WIND LOADS Wind VeIpertY = 1 10 mph
(ASCE 7-98) Importance Factor I =1.0 and Building Category II
Exposure = "B"
ODA
Internal Coefficient GC pi = +! 0.18
Components and Cladding Design Wind Pressure (PSF):
Edge Zone: 10 Feet
Walls: Area (sq.ft.) Interior Zone
Edge Zone
(neg) (pos)
(neg)
(pos)
10 -28.1 25.9
-34.7
25.9
20 -26.8 25.0
32.5
25.0
50 -25.4 23.7
-29.4
23.7
100 -24.1 21.9
-27.2
21.9
200 -23.7 21.1
-24.6
21.1
500 or greater -21.5 19.3
-21.5
19.3
Roofs: 20deg to 30deg slope (4.5:12 - 6.5:12
roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone (2)
(neg) (pos)
(neg)
(pos)
-
10 50 0 14 9
-50.0
1-.n .9
20 -46.7 '13.6
-116.7
13.6
50 -37.9 11.8
-37.9
11.8
100+ -34.7 10.5
-34.7
10.5
Roofs: 30deg to 45deg slope (6.6:12 -12:12
roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone
(2)
(neg) (pos)
(neg)
(pos)
10 -30.3 23.7
-30.3
23.7
20 -29.0 23.0
-29.0
23.0
50 -27.2 22.2
-27.2
22.2
100+ -25.9 21.5
-25.9
21.5
CONCRETE STRENGTH AT 28 DAYS:
All Concrete Unless Otherwise Indicated 2500 PSI
Pea Gravel Concrete for Masonry Cells Only 2000 PSI
(Do not use for Concrete Columns or Tie Beams)
REINFORCING:
Welded wire fabric shall conform to ASTM A185
All reinforcing bars ASTM A615-40 40,000 PSI
All stirrups and ties ASTM A61540 40,000 PSI
Polypropylene fibers for slabs -on -grade
CONCRETE MASONRY UNITS:
ASTM GOO or C129, standard weight units, fm =1500 PSI
Mortar Type "S": 1800 PSI
Concrete Grout: 2000 PSI
Continuous masonry inspection is required during construction.
STRUCTURAL STEEL:
All structural & miscellaneous steel A36 36,000 PSI, u.n.o.
All bolts cast in concrete: ASTM A36 or ASTM A-307
WOOD FRAMING
All Beams, Columns and Rafters, shall be Southern Yellow Pine,
No. 2 grade or better.
Joist, Studs, and Plates, etc. U.N.O., shall be
No.2 Spruce, Pine, Fir or better.
Parallam PSL 2.OE, Fb = 2900 PSI
Roof Deck: OSB (Oriented Strandboard)
Wall Sheathing: OSB (Oriented Strandhoard)
Floor Deck: OSB (Oriented Strandboard)
WOOD TRUSSES:
Floor Design Loads: Roof Design Loads:
Top Chord Live and Dead Load: 40 PSF Top Chord Live and Dead Load: 10 PSF
Bottom Chord Dead Load: Bottom Chord Dead Load: 5 PSF
TOTAL 40 PSF TOTAL 15 PSF
See Drawings for Special Concentrated Loads. Design for net wind uplift as per specified codes, deducting a
maximum of 10 p.s.f. dead load, but not exceeding actual dead load.
SOIL BEARING VALUE:
Allowable soil bearing pressure after compaction: 2500 PSF
See Soils Report and Specifications for compaction requirements.
.......................................................................................................
STRUCTURAL NOTES
TESTING.-
The
ESTING:The Owner will provide testing services for Earthwork, Concrete, Structural Steel, and others as may be
required. General Contractor shall coordinate this work with the Testing Laboratory.
EARTHWORK FOR FOUNDATIONS:
Subsurface investigation was not performed and Geotechnical Engineering Report was not available for
foundation design of this project. Prior to construction, and if deemed necessary by the local building official
the contractor shall retain the services of a Qualified Geotechnical Engineer to perform soils test borings,
provide recommendations for foundation design (including allowable soil bearing pressure) provide Earthwork
compaction criteria, and perforin soil testing during construction. The contractor is responsible for performing
all Earthwork operations in strict accordance with this report. If foundation recommendations and allowable
soil bearing capacity differ from the design assumptions shown on the drawings, then modifications to the
drawings will be required. Should this occur, the contractor shall stop construction and notifyA/E immediately.
CONCRETE.
All concrete shall be poured in accordance with the ACI 318-99 Code, ACI 301 Specifications, and ACI 304-89
Proposed Revision and Recommended Practice for Measuring, Mixing, Transportation, and Placing Concrete
W1.4 All slab on rad hall be 4 thick reinforced i I N1.4 W1. WWF laced in upper third unless
s e s orced w th 6x6 x 4
9 P PP
otherwise indicated. Provide control Joints in slabs as indicated on the drawings.
Materials:
Portland Cement: ASTM C 150, Type 1.
Aggregates: ASTM C33/Fine and coarse aggregates.
Water: Potable, clean and free from deleterious amounts of acids, alkalis, or organic materials.
Fly Ash and Pozzolans: ASTM C 618, except that loss on ignition of Class F fly ash shall not exceed 6 %. Limit
use of tly ash not to exceed 25 % of cement content by weight. Provide fly ash from a single source for
exposed concrete.
Water -Reducing Admixture: ASTM C494, Type A, type to density of concrete but containing no calcium
chloride.
Interior Zone Air -Entraining Admixture: ASTM C260.
(neg) (pos)
-23.7 14.9 ,ann Materials: als:ASTPX
309� method as selected to keep concrete moist during curing In the case
-23.0 13.6 curing cormpounds are used in areas where waterproofing membrane is required, the compound must be type
-22.2 11.8 that is compatible with waterproofing membrane.
-21.5 10.5
Expansion Joint Filler: Shall be non -extruded resilient type, conforming to ASTM D1751 (bituminous) for
exterior use.
Interior Zone Non -Shrink Grout: CRD -C 588, factory pre -mixed grout.
(neg) (pos)
-25.9 23.7 Vapor Retarder: Provide vapor retarder cover over prepared base material where indicated below slabs on
-24.6 23.0 grade. Use only materials which are resistant to decay when tested in accordance with ASTM E 154, as
-22.8 22.2 follows:
-21.5 21.5
Polyethylene sheet not less than 6 mils thick.
Classes of Concrete:
Standard Weight Concrete: 2500 psi strength at 28 days, 470 lbs. cement per cu. yd. minimum, vile ratio,
0.58 rnaxirnurm.
Standard Weight Concrete for 2" pump mix (if required): 2500 psi strength at 28 days, 470 lbs. cement per cu.
yd. minimum, w/c ratio, 0.58 maximum, 900 lbs. minimum of 318" coarse aggregate.
Standard Weight Concrete for Masonry Fill Cells Only: 2000 psi strength at 28 days with coarse aggregate
3/8" minimum, w/c ratio .65 maximum. Note: This class of concrete not to be used for columns and tie beams.
Test in accordance with ASTM C 1019.
Slump Limits:
Proportion and design mixes to result in concrete slump at point of placement as follows:
Ramps and sloping surfaces: Not more than 3".
Reinforced foundation systems: Not less than 3" and not more than 5".
Addition of water at the site to increase slump is prohibited
Air Entrainment:
2% to 4% air, all concrete.
Ready -Mix Concrete:
Concrete shall he transit -mixed concrete batched, mixed and supplied in accordance with ASTM C 94. Total mixing time
shall not exceed 11/2 hours. Reduce mixing time in accordance with ASTM C 94.
REINFORCING STEEL:
All reinforcing steel shall be new deformed bars free from scale and oil and shall meet ASTM A-615. Reinforcing for
footings shall be supported on precast concrete pads or metal chairs, top reinforcing shall be positively supported by
temporary stringers. Dowels for columns and filled cells shall be secured in place by using additional cross reinforcing tied
to footing reinforcing. Splices in reinforcing where permitted shall be the folloviling minimum, unless otherwise indicated on
the drawings:
Footings, Walls, Columns, Beams, Slabs: 36 diameters or 2-0 min., whichever is more.
Masonry Cell Reinforcing: 48 diameters or 2'-0 min., whichever is more.
Temperature Reinforcing: 20 diameters or V-0 min., whichever is more.
Welded Wire Mesh: 8" lap
REINFORCING CONCRETE COVERAGES:
Footings: Top: 2" clear.
Bottom and unformed edges: 3" clear.
Beams, Columns, and Walls: 11/2" clear to ties or reinforcing.
Slabs: Top and bottom reinforcing: 3/4" clear.
Shop Drawings for bar placement shall be submitted for review prior to fabrication.
REINFORCING ACCESSORIES:
All accessories shall have upturned legs and be stainless steel, plastic dipped, or hot dipped galvanized after fabrication.
Individual high chairs shall be provided under support bars, shall be of proper height for slab thickness, and shall not be
over 4'-0" O.C. maximum, unless otherwise indicated. Support bars shall not extend over 1'-0" beyond outer chairs.
Support bars shall be No.5 continuous, 4'-0" O.C. maximum, unless otherwise indicated.
EMBEDMENTS, SLEEVES, AND OPENINGS:
It is the responsibility of the Contractor to coordinate the location and installation of anchorage devices cast into the
structural frame for the support of material and equipment that is furnished and installed by various trades. All embedded
conduit shall not be thinner than standard schedule 40 steel pipe and shall be spaced not less than 4 diameters on center,
and outside diameter shall not exceed 1/3 the slab thickness. Aluminum pipe or conduit shall not be embedded in concrete.
All penetrations through beams and slabs must be sleeved.
Core drilling will not be permitted.
Sleeves or conduit not shown on the structural drawings and larger than 11/2" O.D. shall receive written approval prior to
placement. Sleeves shall be located a minimum of V-0" from the face of any column. Sleeves shall be spaced a minimum
of 3 diameters O.C.
Pitch concrete slabs where required for drainage. Concrete shall not be less than the minimum slab or beam thickness
shown.
All anchors, inserts, and plate embeds for the support of steel shall be placed in accordance with approved shop drawings
in conjunction with these drawings.
MASONRY:
All masonry construction shall comply with ACI 530.1-99 "Specifications for Masonry Structures", unless more stringent
requirements are specified.
Fill all cells with rout containing reinforcing steel anchor bolts wedge anchors or other fastenersrs as shown. Hold all
reinforcing proper er in ro position within the cell prior to and during grouting using mechanical positioners at 4'-0 o rnaxirmurn,
and at the top and base.
Provide 8" deep precast concrete or masonry "U" lintels over all masonry wall openings as indicated on the Drawings.
Reinforce lintel with 1-45 and fill solid with concrete unless otherwise indicated. Cut out bottorn of lintel at bearings.
Minimum end bearings shall be 4" for filled lintels, and 6 112" for unfilled lintels, unless otherwise indicated.
All brick shelf angles shall be hot dipped galvanized, minimum angle 4 x 4 x 3/8 unless otherwise indicated. Adjust
horizontal leg size as required to be within 1/2" of brick face.
Brick or Concrete Veneer Ties:
Masonry Wall Back-up: 2 piece, 3/16" rectangular or triangular wire ties and continuous 9 gage horizontal reinforcing truss
or ladder type (hook and eye type). Dur -o- wall Dur-o-eye/Ladder-eye, Hohmann and Barnard Lox All Adjustable Eye -Wire,
Wire Bond hook and eye; or approved equal.
Wood or Metal Stud Wall Back-up or Steel Column Back-up: 2 piece, 3/16" rectangular or triangular wire ties and 14 gage
plate with no. 12 screw attachments in accordance with manufacturer. Dur -o -wall D/A 213, Hohmann and Barnard DW -10,
or approved equal.
Space all veneer ties 24" O.C. horizontally and 16" O.C. vertically.
Masonry Accessories:
Individual Wire Ties for Masonry:
Fabricate from 3/16" cold -drawn steel wire, ASTM A82, unless otherwise indicated, of the length required for proper
embedment in wythes of masonry.
Anchors and Ties:
Provide straps, bars, bolts and rods fabricated from not less than 16 gage galvanized sheet metal or 3/8" diameter rod
stock, unless otherwise indicated.
THE ARCHITECTURAL DRAWINGS IN THIS SET ARE INTENDED TO ILLUSTRATE THE USE
OF GENERAL CONSTRUCTION PRACTICES, MATERIALS AND APPLICATIONS. SOME
DRAWINGS ARE GRAPHIC IN NATURE AND ARE NOT INTENDED TO ILLUSTRATE EVERY
DETAIL AND/OR ASPECT OF A PARTICULAR DETAIL REQUIRED TO CONSTRUCT, INSTALL
AND/OR COMPLETE THE CONSTRUCTION OR DETAIL. IT IS EXPECTED THAT THE GENERAL
CONTRACTOR IN CONNECTION WITH SUB -CONTRACTORS REGULARLY ENGAGED IN THE
CONSTRUCTION INDUSTRY WILL PERFORM ALL WORK NECESSARY TO COMPLETE ALL
DETAILS AND GENERAL CONSTRUCTION TO MEET CURRENT CODES AND QUALITY
STANDARDS ESTABLISHED BY GOVERNING AGENCIES, PROJECT SPECIFICATIONS
AND/OR OWNER. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO
ENSURE THAT THE CONSTRUCTION COMPLIES WITH ALL APPLICABLE CODES AND
STANDARDS INCLUDING THOSE FOR THE INTERIOR ENVIRONMENT AND EXTERNAL
ENVIRONMENT. CONSTRUCTION PRACTICES AND SUPERVISION SHALL BE EMPLOYED
TO ELIMINATE THE POTENTIAL FOR WATER INTRUSION AND/OR THE FORMATION OF
MOLDS AND MILDEW IN THE INTERIOR ENVIRONMENT.
TO THE BEST OF BROWN COOPER GWIN
& ASSOCIATES KNOWLEDGE, THESE
PLANS AND SPECIFICATIONS COMPLY
WITH THE APPLICABLE MINIMUM BLDG.
CODES AND THE APPLICABLE FIRE
SAFETY STANDARDS AS DETERMINED
BY THE LOCAL AUTHORITY. WINDOWS,
ROOFING, DOORS, AND STRUCTURAL
ELEMENTS SHALL COMPLY WITH THE
REQUIREMENTS FOR HURRICANE
RESISTANT CONSTRUCTION AND/OR
SECTION 1606 OF THE 2001 F.B.C.
SECOND EDITION FOR 110 M.P.H.
WIND ZONE.
WOOD SHEATHING ATTACHMENTS
Plywood diaphragm nailing schedule:
3/4" T&G c -c plywood floor deck: glued and nailed with 10d nails at 6" o.c.
at supported edges and 1 O
nails at 12" o.c. at intermediate supports
15/32 c -d plywood or 7/16" OSB roof deck: 8d nails at 6" o.c. at supported edges and 8d nails
at 12" o.c. at intermediate supports 5-0" of all
ridges and eaves (edge of roof which is not a gable)
and withing 5'-0" of all gable ends at 6" o.c. at edges and
intermediate supports typ.
15/32 c -d plywood or 7/16" OSB wall sheathing: 8d nails at 6" o.c. at supported edges and 8d nails at 12"
o.c. at intermediated supports, block all panel edges
15/32 c -d plywood or 7/16" OSB gable and wall sheathing. 8d nails at 6" o.c. at supported edges and 8d
nails at 12" o.c. at intermediated support,
block all edges typ.
PRE-ENGINEERED WOOD TRUSSES
Pre-engineered wood trusses shall be designed by the manufacturer in accordance with specified loads and
governing codes. Submittals shall include truss framing plans and details showing member sizes, bracing,
anchorage, connections, truss locations, and 'temporary and permanent bracing and/or bridging as required for
erection and for the permanent structure. Each submittal shall be signed and sealed by a Florida Registered
Structural Engineer.
GENERALNOTES
Provide 2' -0"x2' -O" corner bars, same number and size, for all horizontal reinforcing, in footings, concrete beams,
walls, and thickened slabs on grade.
All details and sections shown on drawings are intended to be typical and shall be construed to apply to any
similar situation elsewhere on the project, except where a different detail is shown.
All anchors, inserts, plate embeds and reinforcing shall be placed in accordance with approved shop drawings in
conjunction with these drawings. Use strongbacks and templates to secure anchor bolts.
Concrete wedge anchors shall be hot -dipped galvanized or stainless steel, as manufactured by ITWRAMSET
RED HEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings. Minimum embedment
for wedge anchors shall be 5" unless otherwise indicated. Provide hot dipped galvanized or stainless steel
anchors for all exterior fasteners, unless otherwise indicated.
Tapcons shall be manufactured from AISI SAE 1022 carbon steel and heat-treated, as manufactured by
ITW/RAMSET RED HEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings.
Tapcons shall be 1/4" diameter with 11/4" embedment unless otherwise indicated.
Epoxy installed anchor bolts shall be HILTI HY150 or SIMPSON SET PAC epoxy anchor system using hi -strength
ASTM A 36 threaded rods for interior weather protected air conditioned areas only, and AISI 304 or 316
stainless steel for all exterior applications, with 6" minimum embedment, unless olhorwise indicated. Install in
strict accordance with manufacturers printed instructions.
Epoxy installed rebar shall be installed with HIL TI HY150 or SIMPSON SET PAC epoxy anchor system with 8"
rninirnurn embedment, unless otherwise indicated. Install in strict accordance with manufacturers printed
instructions.
Fill all masonry cells with concrete where fasteners occur to masonry.
Field verify all existing dimensions, elevations, and conditions that affect new work or fabrication of new structural
components. Notify Architect immediately of all deviations or discrepancies found.
Do not scale drawings.
SIMPSON HARDWARE GENERAL NOTES:
1. SEE "INSTRUCTIONS TO THE INSTALLER" IN THE SIMPSON STRONG -TIE WOOD CONSTRUCTION
CONNECTORS 2004 MANUAL (CATALOG C-2004). INSTALLERS ALSO NEED TO READ ALL PAGES OF
GENERAL NOTES
2. FILL ALL HOLES IN STRAPS (U.N.O.) TYPICAL TO OBTAIN MAXIMUM UPLIFT.
3. WHEN EMBEDDED STRAP IS MORE THAN 1-112" FROM TRUSS BEARING, (2) SIMPSON MTSM-20 MAY BE
TAPCONED TO BOND BEAM, USE (4) MIN. 2 114" X 1/4" DIA. TAPCONS EA. STRAP. FILLALL HOLES AT TRUSS
WITH 7-10d NAILS. THIS IS GOOD FOR UP TO 2,000 LBS. OF UPLIFT.
A. WHEN EMBEDDED STRAP IS MORE THAN 1/8" FROM TRUSS BEARING, BUT LESS THAN 1-1/2" AWAY, USE A SHIM
TO FILL THE GAP AS NAILER. SHIM SHALL EXTEND FULL HEIGHT AS NEEDED.
5. CONTRACTOR MAY SUBSTITUTE CONNECTORS OF EQUAL QUALITY, PERFORMANCE AND MATERIAL
SPECIFICATIONS AS SIMPSON.
These plans are copyrighted and are subject to copyright protection as an "architectural work" under Section 102 of the Copyright Act, 17 U.S.O. as amended December 1990 and known as Architectural Works Copyright Protection Act of 1990. The protection includes but is not limited to the overall form
as well as the arrangement and composition of spaces and elements of of the design. Under such protection, unauthorized use of these plans, work or home represented, can legally result in the cessation of construction or buildings being seized and/or monetary compensation to BROWN COOPER GWIN & ASSOCIATES.
STRUCTURAL DESIGN CRITERIA & GENERAL NOTES
GENERAL NOTES: ARCHITECTURAL
1. IT IS THE INTENT OF THE ARCHITECTTHAT THIS
WORK BE IN CONFORMANCE WITH ALL REQUIREMENTS
OF THE BUILDING AUTHORITIES HAVING JURISDICTION
OVER THIS TYPE OF CONSTRUCTION AND OCCUPANCY.
ALL CONTRACTORS SHALL DO THEIR WORK IN
CONFORMANCE WITH ALL APPLICABLE CODES AND
REGULATIONS.
2. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS
AND DIMENSIONS AT THE JOBSITE PRIOR TO
COMMENCING WORK. THE CONTRACTOR SHALL REPORT
ALL DISCREPANCIES BETWEEN THE DRAWINGS AND
EXISTING CONDITIONS TO THE ARCHITECT PRIOR TO
COMMENCING WORK. DO NOT SCALE DRAWINGS.
3. CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD
INTO THE WORK ALL INSERTS, ANCHORS, ANGLES,
PLATES, OPENINGS, SLEEVES, HANGERS, SLAB
DEPRESSIONS AND PITCHES AS MAY BE REQUIRED
TO AFTACH AND ACCOMMODATE OTHER WORK.
4. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE,.
ARE THE PROPERTY OF THE ARCHITECT AND MAY NOT
BE USED OR REPRODUCED WITHOUT EXPRESSED
PRIOR WRITTEN CONSENT FROM THE ARCHITECT.
5. PROVIDE FLASHING, COUNTER FLASHING, BACKER
RODS, TOP QUALITY SEALANT AND/OR WATER PROOFING
SYSTEMS TO ENSURE WATER PROOF CONNECTIONS AT
JOINTS AND INTERSECTIONS.
6. ALL WOOD MEMBERS EXPOSED TO WEATHER OR
MASONRY, CONCRETE OR SOIL SHALL BE
PRESERATIVE-TREATED.
7. SOLID BLOCK ALL JOISTS, RAFTERS, TRUSSES
AND/OR HAND FRAMED AREAS AT POINTS OF
SUPPORT. FIREBLOCK PER SECTION 2305 AND
SECOND F
F 1 F.B.C. S_C,ON� EDITION.
705 3 0 THE 200
8. GLAZING IN HAZARDOUS LOCATIONS SHALL
COMPLY WITH THE REQUIREMENTS OF CHAPTER 24
SECTION 2405.2, OF THE FLORIDA BUILDING CODE 2001
SECOND EDITION.
9. THE ARCHITECT DOES NOT HAVE CONTROL OVER OR
CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR
CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES OR PROCEEDURES, OR FOR SAFETY
PRECAUTIONS AND PROGRAMS IN CONNECTION
WITH THE WORK. THESE ARE SOLELY THE
RESPONSIBILITY OF THE CONTRACTOR.
10. THE DESIGNS AS DRAWN INDICATE CERTAIN
PORPORTIONS AND RELATIONSHIPS OF SPACING
AND DISTANCE BETWEEN BUILT COMPONENTS.
THE VARIOUS DIMENSIONS, THICKNESSES AND
CHARACTERISTICS OF MATERIALS SHOWN
TYPICALLYIDIMENSIONS
ARE BASED ON NOMINAL
FOR THE PURPOSES OF DRAFTING. ACTUAL
"FIELD CONDITIONS" MAY DIFFER FROM OR ALTER
SOME DESIGN DIMENSIONS AND/OR PROPORTIONS.
COORDINATE VARIATIONS WITH ARCHITECT TO
MAINTAIN THE OVERALL APPEARANCE AND
INTENT OF THE DESIGN.
11. LIVING AREA SQUARE FOOTAGE CALCULATIONS
ARE BASED ON MEASUREMENTS OF THE PLAN
TO THE EXTERIOR FACE OF EXTERIOR WALLS.
OPEN AREAS TO LOWER FLOORS ARE NOT COUNTED
IN UPPER FLOOR AREA CALCULATIONS. STAIR AREAS
TYPICALLY ARE COUNTED IN THE FIRST FLOOR
AREA CALCULATION BUT NOT IN THE SECOND FLOOR
AREA CALCULATION. ANSI Z765-2003 IS USED AS
A BASIS FOR LIVING AREA CALCULATIONS.
'12. NOTE: UNDER NO CIRCUMSTANCES
SHALL AN OPENING INA BLOCK WALL
BE MOVED FROM ITS LOCATION ON
THE PLANS. OPENINGS SHALL NOT
BE ADDED WITHOUT PRIOR CONSENT
OF THE PROJECT STRUCTURAL
ENGINEER OR ARCHITECT.
NOTE:ROOF SHEATHING NAILING WHEN USING NAIL GUN
NAIL ROOF SHEATHING W/8d NAILS AT4" O.C. AT EDGES
AND 8" O.C. AT INTERMEDIATE SUPPORTS
EXCEPT AS FOLLOWS:
NAIL ALL SHEATHING WITHIN 4'-0" OF ALL RIDGES
AND EAVES (EDGE OF ROOF WHICH IS NOT A GABLE)
AND WITHIN 4'-0" OF ALL GABLE ENDS AT 4" O.C.
AT EDGES AND INTERMEDIATE SUPPORTS TYP.
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51='ECIFICATION5.
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FOUNDATION PLAN SCALE; 1/2" , Pm
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FOUNDATION. (TYPICAL)
ALL DIMENSIONS TO DOWELS ARE TO
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NAIL ROOF 6HEAT14NG W/8d NAILS AT 6' OL. AT EDCGEB
ANP 12' OG. AT INTFIQMPIATE OUPPOR16
EXCEPT AS FOLLOW s
NAIL ALL SHEATHING WITHIN W -O' OF ALL R PCiab
AND EAVES MQC-e OF ROOF WHICH IB NOT A GA E11 -W
AND WITHN W -m' OF ALL GAME ENDS AT 6' O.G.
AT EDGES AND NTERMDIATE 8UPPORT6 TYP.—
SIMP50N HETAI6 AT EACH
TRU55 END TYP. --
METAL DRIP EDGE ON
ALUM FASCIA
ON 2X68UB-FA8GIA
PRE -FINISHED ALUM.
SOFFIT SYSTEM - --�
PRE -CAST LINTEL OVER
OPENINGS
SEE LINTEL SCHEDULE
FIBERMESH MAY BE
SLIBSITUTED IN PLACE
OF W.W_M.
6X6 NO. 10 WWM SLA5 REINFORCING
TYPICAL
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16 " T1'P.
ASPHALT £'SHINGLES ON 150 FELT
ON 15/32' l;DX PLYWD. OR -1/16' 055 ON
PRE-ENGINEERED WOOD ROOF TRU55ES
AT 24' O.C. MAX.
1/2' MR DRYWALL NAILED OR SCREWED WITH 5d COOLER
OR 1 1/2' NAILS OR SCREWS AT i' O.C.
a x S MASONRY 130ND BEAM
WITH 1 05 5AR CONT TYP.
MAINTAIN 11/2" FROM TOP OF
BEAM TO TOP OF STEEL TYP.
MONOLITHIC FOUNDATION 5LAE3-ON-GRADE
(5EE FOUNDATION PLAN FOR SIZES)
_ MINIOUM
COVJ:R
WALL SECTION SCALE: I" = 1'0"
SWAN
SCALE: 1/2" = 1'0"
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AND LOCATION OF BE ON DUK TO DAWN
POWI✓R FOR K106K TIMER OR SEN60R
TO POWER/
PANEL.
ELECTRICAL PLAN
SCALE: 1/2 = 1'0"
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TO POWER/
PANEL.
ELECTRICAL PLAN
SCALE: 1/2 = 1'0"
BROWN
COOPER
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537 N VIRGINLA _AVVF
WINWER PARK, FLORIDA
32786
407-626-4161
FAX 407-628-4305
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BROWN
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537 N VIRGINLA _AVVF
WINWER PARK, FLORIDA
32786
407-626-4161
FAX 407-628-4305
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Job No.
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2/10/05
Date
05211
Job No.
Flt e
Sheet
I of
"AFE LOAD TABLES
FOR GRAVITY, UPLIFT & LATERAL LOADS (PLF)
SAFE GRAVITY LOADS FOR 8" PRECAST 84 PRESTRESSED U -LINTELS
cwer�
4~r-4~1111111
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8U8
8FO-00
8F12 -OB
8F16 -0B
OF20-08
8F24 -OB
8F28-06
BF32-OB
81`8-113 BF12-10 8F16 -1B 81`20-1B 8F24 -1B 8F28-18
BF32-18
2'-10" (34") PRECAST
2231
3069
4605
6113
7547
8974
10394
11809
3069 4605 6113 7547 8974 10394
11809
3'-6" (42") PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3069 4605 6113 7547 8974 10394
11809
4'-0" (48") PRECAST
1966
2561
2751
3820
4890
5961 1
7034
8107
2693 4605 6113 7547 8974 10394
11809
4'-6" (54") PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
2189 4375 6113 7547 8572 10294
11809
5'-4" (64") PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
1663 3090 5365 7547(0e) 7342(145) 8733145
10127145
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
1451 24522 43sa 71 458 („ 6036(11) 7181(,9)
8328(2o)
6'-6" (78") PRECAST
908
1238
2177
3480
3031 1
3707
4383
5061
1238 2177 3480 5381 8360 103940
8825(14)
7'-6" (90") PRECAST
743
1011
1729
2632
2205
2698
3191
3685
1011 1729 2661 3898 5681 84674+
6472 10
9'-4" (112") PRECAST
554
699
1160
1625
2564
3486
2818
3302
752 1245 1843 2564 3486 47050
6390 (4n
10'-6" (126") PRECAST
475
535
890
1247
2093
2777
2163
2536
643 1052 1533 2093 2781 36430
4754 (45)
11'-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
582 945 1366 1846 2423 3127
4006
12'-0" (144") PRECAST
337
540
873
1254
1684
2193
2805
3552
540 873 1254 1684 2193 2805
3552
13'-4" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
471 755 1075 1428 1838 2316
2883
14'-0" (168") PRECAST
279
424
706
1002
1326
1697
2127
2630
442 706 1002 1326 1697 2127
2630
14'-8" (176") PRESTRESSED
N R
NR
NR
NR
NR
NR
NR
NR
458 783 1370 1902 2245 2517
2712
15'-4"(184") PRESTRESSEDN_R.
626 (,
NR
NR
NR
NR
NR
NR
NR
412 710 1250 1733 2058 2320
2513
17'-4"(208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
54-8
1NR6 INRs 1NR9
2NR7
19'-4" (232") PRESTRESSED
N.R.
NO0
R
NR
NR
166 1 261 424 616 831 (0 1057 (14)
1225 (14)
21'-4”
(256") PRESTRESSED
235 420 750 1037 1282 1515
1716
21'-4"(256") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
180 340 598 845 1 1114 1359
1468
22'-0"(264") PRESTRESSED
N R
NR
NR
NR
NR
NR
NR
NR
165 315 550 784 1047 1285
1399
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR129
250 1 450 1 654 1 884 1092
1222
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
CR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U -LINTELS
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR OR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE LATERAL LOADS FOR
8" PRECAST 8. PRESTRESSED U -LINTELS
Cm/1m,n
""'��
4~r-4~1111111
SAFE LOAD - POUNDS PER LINEAE: FOOT
TYPE
LENGTH
BF8-1T
8F12 -1T
81`16-1T
BF20-1T
8F24 -1T
81`28-1T
8F32 -1T
8F8 -2T 8F12 -2T 81`16-2T I 8F20-21' BF24-2T 8F2B-2T
8F32 -2T
2'-10"(3-1-)
PRECAST
1972
3173
4460
5747
7034
8321
9608
1972 3173 4460 1 5747 7034 8321
9608
3'-b"
(42") PRECAST
1569
2524
3541
4569
5591
6613
7636
1569 2524 3547 4569 5591 6613
7636
4'-0"
„
(48) PRECAST
1363
2192
3079
3968
4853
5740
6627
1363 2192 3079 3966 4853 5740
6627
4'-6"
(54") PRECAST
1207
1940
2724
3508
4292
5077
5861
1207 1940 2724 3508 4292 5077
5861
5'-4"
_
(64") PRECAST
1016
1632
2290
2949
3607
4265
4924
1016 1632 2290 2949 3607 4265
4924
5'-10"(70')
PRECAST
909
1492
2093
2694
3295
3897
1 4498
929 1492 2093 2694 3295 3897
4498
6-6.I
(78") PRECAST
835 1
1340
1680 1
2419
2959
3498
4038
1880 1 2419 2959 8
4038
7 -6
" (90„) PRECAST
7727 (23
102n
16340
210201
2570o)
303909
3508 (9)
727 1 1166 1 1634 1 2102 2571 3039
3508
9'-4" (112") PRECAST
591
6a1
1133(15)
14710,
1011 (n)
21521e)
2+9+ (15)
591 1 851 1 1326 1 1705 2084 2463
2842
10'-6" (126") PRECAST
530 1
552 1
914 (ill
11850
1458(45)
1732ns
2U07 (i
530 686 1183 1526 1865 1 2204
2544
11'-4"
(136") PRECAST
474
485
798 ON
10340;
1272(15)
1510 05)
1749 (145)
494 599 1028 1422 1738 1 2053
2369
12'-0"
„
(144) PRECAST
470 p
441
723 14)
936 04
1151 p5]1
1366051
1582 05)
470 543 928 1349 1649 1948
2247
13'-4"
(160") PRECAST
418 045
373
606 (14)
783 04
962 04)
1141 p4]
1321 (14)
428 1 455 1 770 1 1145 1444 1718
1993
14'-0"
(168") PRECAST
304 05
346
559 p4)723
04
887 p4)
105204
1218 (1
410 420 709 1050 1434 T 1694 (o)
1954 (1)
14'-8" (176") PRESTRESSED
239
323
519 ,
671 ,
823 111
976 04)
1129 04)
246 390 655 968 1324 (9) 162501)
1874 11
15'-4"
(184") PRESTRESSED
224
302
485 (1
626 (,
767 (ciil
909 (1d
10520
230 364 609 897 1224 (a)l 1562(i4)_
1801 14
17'-4"
(208") PRESTRESSED
187 1
255 1
404 (,4 1
520 (1
637 g754
02)
872 p3)
1 92 303 1 500 1 732 993 (01 1268m)
1746
I
19
"
-4 (232)„ PRESTRESSED
162
222
347 (n)
446 pi
546 0g.)646
00)
0z)
166 1 261 424 616 831 (0 1057 (14)
1225 (14)
21'-4”
(256") PRESTRESSED
142
198
306 0p
393 01
480 (ii)l
567 ()
654 11
142 230 369 531 713 (>J 903 (111
1046 (1)
22'-0"
(264") PRESTRESSED
137
192
295 (1o)
378 01
461 (10)
545 (iijl
629 01)
137 1 221 354 508 681 86110)
997 0j)
24'-0" (288") PRESTRESSED
124
175
267 po)
341 (10
416 0g.)
491 (m)
565 (10)
124 200 1 316 1 450 600 (p 756 (i1)
875 04
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR OR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE LATERAL LOADS FOR
8" PRECAST 8. PRESTRESSED U -LINTELS
Cm/1m,n
""'��
SAFE LOAD
PLF
TYPE
LENGTH
8U8
8F8
REINF.
CMU*
2'-10"(34') PRECAST
1293
1642
2135
3'-6" (42") PRECAST
1025
1024
1830
4'-0" (48") PRECAST
765
763
1365
4'-6" (54") PRECAST
592
591
1057
5'-4" (64") PRECAST
411
411
734
5'-10" (70") PRECAST
340
339
607
6'-6" (78') PRECAST
507
721
483
7'-6" (90") PRECAST
424
534
357
9'-4" (112") PRECAST
326
512
227
10'-6" (126") PRECAST
284
401
178
11'-4" (136") PRECAST
260
452
152
12'-0" (144") PRECAST
244
402
135
13'-4"(160") PRECAST
217
324
109
14'-0" (168") PRECAST
205
293
98
14'-8" (176") PRESTRESSED
N.R.
284
89
15'-4" (184") PRESTRESSED
N.R.
259
82
17'-4" (208") PRESTRESSED
N.R.
194
63
19'-4" (232") PRESTRESSED
N.R.
148
51
21'-4" (256") PRESTRESSED
N.R.
125
42
22'-0" (264") PRESTRESSED
N.R.
116
39
24'-0" (288") PRESTRESSED
N.R.
91
33
4 SEE NOTE 18
TYPE DESIG�JATI�N
= FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #5 REBAR AT
F;6 TTOM OF LINTEL CAVITY
8F -16-13/1T
NOMINAL WIDTH-] LQUANTITY OF #5
NOMINAL HEIGHT REBAR AT TOP
ALL LINTELS TO BE MANUFACTURED BY
!�1 •• e1 P^ 451 !� A a'IIM 9[ No M 9 9
A;:;—= MIS=
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Mark
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#5 REBAR AT TOP, MIN.
J-1
14'-8
(1) REVD, SEE SCHEDULE
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°
1-1/2' CLEAR
Job No.
1. Provide full mortar head and bed joints,
8. Cast -in-place concrete may be provided In composite lintel in lieu of
F—r
concrete masonry units.
I i
2�
°;
C.M.U.
4. U -Lintels are manufactured with 5-1/2 Inch long notches
adnd 03-0605114
ends to accomodate vertical cell reinforcing and groutiN.The exterior surface of Untels Installed In exterior concrete masonry walls
=W
r,
or exceed UIHR
-iu
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GROUT S❑LID FULL HEIGHT
w
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GROUT BOND BEAM ONLY AT
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=
UNFILLED LINTELS
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#5 REBAR AS REWD
•
SEE SCHEDULE
BOTTOM REINFORCING
PROVIDED IN LINTEL
J�
(VARIES)
N❑MINAE WIDTH
SEE SCHEDULE
ALL LINTELS TO BE MANUFACTURED BY
!�1 •• e1 P^ 451 !� A a'IIM 9[ No M 9 9
A;:;—= MIS=
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Mark
I Len tin rt
Typo
J-1
14'-8
SF16-11311 T
La.a 'U
C -D -
Mortar per ASTY 07.70 Type M or S
GENERAL N❑TE5
Job No.
1. Provide full mortar head and bed joints,
8. Cast -in-place concrete may be provided In composite lintel in lieu of
F—r
concrete masonry units.
I i
ENGINEERING
SPECIFICATIONS
PRODUCT DESCRIPTION
High strength precast concrete Ihtels designed to he unfilled or filed to form a composite reinforced Kean using concrete masonry units.
MATERIALS
f'c 8' precast IIntels = 3500 psl • Concrete masonry units (CHID per ASTM L% with minimum net area
f'c 8' prestressed, 6' and 12' precast lintels = 6000 psl compressive strenght = 1900 psl
• f'c 4' precast IIntels = 3000 psi
• Rebar per ASTM A615 Grade 60
• Grout per ASTM C476 f'g = 3000 psl w/ maximum
• Prestressing strand per ASTM A416 Grade 270 low relaxation
3/8 Inch aggregate and 8 to 11 Inch slump.
• 7/32 Inch wire per ASTM A510
La.a 'U
C -D -
Mortar per ASTY 07.70 Type M or S
GENERAL N❑TE5
Job No.
1. Provide full mortar head and bed joints,
8. Cast -in-place concrete may be provided In composite lintel in lieu of
2. Shore filled lintels as required,
concrete masonry units.
1 Installation of lintel nust comply with architectural
9. Safe load ratings based on rational design analysis per ACI 318 and ACI 530
and/or structural drawings,
10. Product Approval4 Miami Bade County, Florida Nos, 03-0605115
4. U -Lintels are manufactured with 5-1/2 Inch long notches
adnd 03-0605114
ends to accomodate vertical cell reinforcing and groutiN.The exterior surface of Untels Installed In exterior concrete masonry walls
5. All lintels meet or exceed 0360 vertical defledlon, excepthall have a coating of stucco applied In accordance with ASTM C96
lintels 17'-4' and longer with a nominal height of B' meet or other approved coating.
or exceed UIHR
12,1-Intels loaded sinultaneously with vertical (Uravity or uplift) and horhontal
6. Bottom field added rebar to be located at the bottom
(lateral) toads should he checked for the combined loartng with the
of lintel cavity.
following equation,
7. 7/32 Inch diameter wire stirrups are welded to the bottom Applied vertical load Applied horizontal load ( 10
steel for mechanical anchorage.
Safe vertical load Safe horizontal load
5AFE LOAD TABLE NOTES
1. All values based on minimum 4 Inch nominal bearing. B. For composite lintel heights not shown, use safe load from
Exception, Safe loads for unfilled lintels must be reduced next lower height,
by 20 X If bearing length Is less than 6-1/2 Inches, 9. For (Intel lengths not shown, use safe load from
2. N.R. = Not Rated, next longest length,
3. Safe loads are superimposed allowable load 10, All safe loads In units of pounds per linear fool,
4. Safe loads based on Erode 40 or Grade 60 field rebar. 11. All safe loads based on simply supported s(xin.
5. Additional lateral load capacity can he obtained by the 12. The number In the parenthesis indicates the percent reduction
designer by providing additional reinforced masonry above for grade 40 field added rebar.
the precast lintel, See Reinforced CMU on Page 4. Example, T-6' lintel Type OF32-13 safe gravity load = 6472 (15)
6, One #7 rebar may be substituted For two #5 rebus In 8' Untels or*J.157 reduction =) 6472 (85) = 5501 pH`
7. The designer may evatute concentrated loads from the safe load tables
by calculating the maximum resisting moment and shear at d -away
from the face of support,
Ll
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L1
LINTEL LAYOUT
5CA,1_E: 1/2"
= 1'0"
1R 1110
:► 1I 0 1
537 N VIRGINIA AVE
WINTER PARK, FLORIDA
32789
407-628-4161
FAX 407-628-4305
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CD
OF�211
Job No.
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File
1�
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1R 1110
:► 1I 0 1
537 N VIRGINIA AVE
WINTER PARK, FLORIDA
32789
407-628-4161
FAX 407-628-4305
NVG
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2/10/05
E
OF�211
Job No.
O
File
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2/10/05
Daae
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Job No.
File
Sheet
®f
STRUCTURAL DESIGN CRITERIA
CODES:
Florida Building Code, 2001 Second Edition
Building Code Requirements for Reinforced Concrete (ACI 318-99)
Specifications for Structural Concrete for Buildings (ACI 301-89)
Building Code Requirements for Masonry Structures (ACI 530-99)
AISC Manual of Steel Construction, ASD, (Ninth Edition)
National Design Specification for Wood Construction, 1997 Edition.
APA Plywood Design Specifications
DEAD LOADS:
Floor: Structure ..........................7 PSF
Ceilings ............................:3 PSF
Mech/Elec.........................5 PSF
Partitions ...........................5 PSF
Total..............................20 PSF
Roof: Roofing ..............................5 PSF
Structure .............................7 PSF
Ceilings ..............................3 PSF
Mech/Elec ..........................5 PSF
Total..............................20 PSF
FLOOR LIVE LOADS:
Residential Floor.................40 PSF
Residential Balconies .......... 40 PSF
Residential Docks................40 PSF
Residential Stairs.................40 PSF
ROOF LIVE LOADS:
Minirnum Roof Live Load (PSF)
(1)
Tributary Loaded Area (sq.ft.)
Check
AS NOTED
For any Structural Member
2/10/05
Date
Roof Slope 0 to 200 201 to 600
Over 600
0:12 < 4:12 20 16
12
U
> 4:12 < 12:12 16 14
12
> 12:12 12 12
12
WIND LOADS Wind Velocity = 1'10 mph
Z
(ASCE 7-98) Importance Factor I = 1.0 and Building Category II
Exposure = "B"
Internal Coefficient GC pi =+/-0.18
Components and Cladding Design Wind Pressure (PSF):
Edge Zone: 10 Feet
Walls: Area (sq.ft.) Interior Zone
Edge Zone
(neg) (pos)
(neg)
(pos)
10 -28.1 25.9
-34.7
25.9
20 -26.8 25.0
-32.5
25.0
50 -25.4 23.7
-29.4
23.7
100 -24.1 21.9
-27.2
21.9
200 -23.7 21.1
-24.6
21.1
500 or greater -21.5 19.3
-21.5
19.3
Roofs: 20dog to 30deg slope (4.5:12 - 6.5:12 roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone
(2)
(neg) os
( g) (P )
(neg) J)
os
(P )
10 -50.0 14.9
-50.0
14.9
20 -46.7 13.6
-46.7
13.6
50 -37.9 11.8
-37.9
11.8
100+ -34.7 10.5
-34.7
10.5
Roofs: 30dog to 45deg slope (6.6:12 -12:12
roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone
(2)
(neg) (pos)
(nog)
(pos)
10 -30.3 23.7
-30.3
23.7
20 -29.0 23.0
-29.0
23.0
50 -27.2 22.2
-27.2
22.2
100+ -25.9 21.5
-25.9
21.5
CONCRETE STRENGTH AT 28 DAYS:
All Concrete Unless Otherwise Indicated 2500 PSI
Pea Gravel Concrete for Masonry Cells Only 2000 PSI
(Do riot use for Concrete Columns or Tie Beams)
REINFORCING:
Welded wire fabric shall conform to ASTM Al 85
All reinforcing bars ASTM A615-40 40,000 PSI
All stirrups and ties ASTM A615-40 40,000 PSI
Polypropylene Fibers for slabs -on -grade
CONCRETE MASONRY UNITS:
ASTM C90 or C129, standard weight units, I'm =1500 PSI
Mortar Type "S": 1800 PSI
Concrete Grout: 2000 PSI
Continuous masonry inspection is required during construction.
STRUCTURAL STEEL:
All structural & miscellaneous steel A36 36,000 PSI, u.n.o.
All bolts cast in concrete: ASTM A36 or ASTM A-:307
WOOD FRAMING:
All Beams, Columns and Rafters, shall be Southern Yellow Pine,
No. 2 grade or better.
Joist, .Studs, and Plates, etc. U.N.O., shall be
No.2 Spruce, Pine, Fir or better.
Parallam PSL 2.OE, Fb = 2900 PSI
Roof Deck: OSB (Oriented Strandboard)
Wall Sheathing: OSB (Oriented Strandboard)
Floor Deck: OSB (Oriented Strandboard)
WOOD TRUSSES:
Floor Design Loads: Roof Design Loads:
Top Chord Live and Dead Load: 40 PSF Top Chord Live and Dead Load: 10 PSF
Bottom Chord Dead Load: Bottom Chord Dead Load: 5 PSF
TOTAL 40 PSF TOTAL 15 PSF
See Drawings for Special Concentrated Loads. Design for net wind uplift as per specified codes, deducting a
maximum of 10 p.s.f. dead load, but not exceeding actual dead load.
SOIL BEARING VALUE:
Allowable soil bearing pressure after compaction: 2500 PSF
See Soils Report and Specifications for compaction requirements.
STRUCTURAL NOTES
TESTING:
The Owner will provide testing services for Earthwork, Concrete, Structural Steel, and others as may be
required. General Contractor shall coordinate this work with the Testing Laboratory.
EARTHWORK FOR FOUNDATIONS:
Subsurface investigation was not performed and Geotechnical Engineering Report was not available for
foundation design of this project. Prior to construction, and if deemed necessary by the local building official
the contractor shall retain the services of a Qualified Geotechnical Engineer to perform soils test borings,
provide recommendations for foundation design (including allowable soil bearing pressure) provide Earthwork
compaction criteria, and perforin soil testing during construction. The contractor is responsible for performing
all Earthwork operations in strict accordance with this report. If foundation recommendations and allowable
soil bearing capacity differ from the design assumptions shown on the drawings, then modifications to the
drawings will be required. Should this occur, the contractor shall stop construction and notifyA/E immediately.
CONCRETE:
Ali concrete shall be poured in accordance with the ACI 318-99 Code, ACI 301 Specifications, and ACI 304-89
Proposed Revision and Recommended Practice for Measuring, Mixing, Transportation, and Placing Concrete
All slabs on rade shall be 4" thick reinforced / I i third, I
Diced with 6x6 Url1 4 x W1 4 WWF aced n upper th r unless
9 P PP
otherwise indicated. Provide control Joints in slabs as indicated on the drawings.
Materials:
Portland Cement: ASTM C 150, Type I.
Aggregates: ASTM C33/Fine and coarse aggregates.
Water: Potable, clean and free from deleterious amounts of acids, alkalis, or organic materials.
Fly Ash and Pozzolans: ASTM C 618, except that loss on ignition of Class F fly ash shall not exceed 6 %. Limit
use of fly ash not to exceed 25% of cement content by weight. Provide fly ash from a single source for
exposed concrete.
Water -Reducing Admixture: ASTM C494, Type A, type to density of concrete but containing no calcium
chloride.
Interior Zone Air -Entraining Admixture: ASTM C260.
(neg) (pos)
Curing - �arrn Materials;
23.7 14.9ASTM C309 method as selected to keepconcrete moist during cerin enol. In the case
9
g gp
-23.0 13.6 curing compounds are used in areas where waterproofing membrane is required, the compound must he type
-22.2 11.8 that is compatible with waterproofing membrane.
-21.5 10.5
Expansion Joint Filler: Shall be non -extruded resilient type, conforming to ASTM D1751 (bituminous) for
exterior use.
Interior Zone Non -Shrink Grout: CRD -C 588, factory pre -mixed grout.
(neg) (pos)
-25.9 23.7 Vapor Retarder: Provide vapor retarder cover over prepared base material where indicated below slabs on
-24.6 23.0 grade. Use only materials which are resistant to decay when tested in accordance with ASTM E 154, as
-22.8 22.2 follows:
-21.5 21.5
Polyethylene sheet not less than 6 mils thick.
Classes of Concrete:
Standard Weight Concrete: 2500 psi strength at 28 days, 470 lbs. cement per cu. yd. minimum, w/c rafio,
0.58 maximum.
Standard Weight Concrete for 2" pump mix (if required): 2500 psi strength at 28 days, 470 lbs. cement per cu.
yd. rninimum, w/c ratio, 0.58 maximum, 900 lbs. minimum of 3/8" coarse aggregate.
Standard Weight Concrete for Masonry Fill Cells Only: 2000 psi strength at 28 days with coarse aggregate
3/8" minimum, w/o ratio .65 maximum. Note: This class of concrete not to be used for columns and be beams.
Test in accordance with ASTM C 1019.
Slump Limits:
Proportion and design mixes to result in concrete slump at point of placement as follows:
Ramps and sloping surfaces: Not more than 3".
Reinforced foundation systems: Not less than 3" and not more than 5".
0
Addition of water at the site to increase slump is prohibited
Air Entrainment:
2% to 4% air, all concrete.
Ready -Mix Concrete:
Concrete shall be transit -mixed concrete batched, mixed and supplied in accordance with ASTM C 94. Total mixing time
shall not exceed 11/2 hours. Reduce mixing time in accordance with ASTM C 94.
REINFORCING STEEL:
All reinforcing steel shall be new deformed bars free from scale and oil and shall meet ASTM A-015. Reinforcing for
footings shall be supported on precast concrete pads or metal chairs, top reinforcing shall be positively supported by
temporary stringers. Dowels for columns and filled cells shall be secured in place by using additional cross -reinforcing tied
to footing reinforcing. Splices in reinforcing where permitted shall be the following minimum, unless otherwise indicated on
the drawings:
Footings, Walls, Columns, Beams, Slabs: 36 diameters or 2'-0 min., whichever is more.
Masonry Cell Reinforcing: 48 diameters or 2'-0 min., whichever is more.
Temperature Reinforcing: 20 diameters or V-0 min., whichever is more.
Welded Wire Mesh: 8" lap
REINFORCING CONCRETE COVERAGES:
Footings: Top: 2" clear.
Bottom and unformed edges: 3" clear.
Beams, Columns, and Walls: 1112" clear to ties or reinforcing.
Slabs: Top and bottom reinforcing: 314" clear.
Shop Drawings for bar placement shall be submitted for review prior to fabrication.
REINFORCING ACCESSORIES:
All accessories shall have upturned legs and be stainless steel, plastic dipped, or hot dipped galvanized after fabrication.
Individual high chairs shall be provided under support bars, shall be of proper height for slab thickness, and shall not be
over 4'-0" O.C. maximum, unless otherwise indicated. Support bars shall not extend over V-0" beyond outer chairs.
Support bars shall be No.5 continuous, T-0" O.C. maximum, unless otherwise indicated.
EMBEDMENTS, SLEEVES, AND OPENINGS:
It is the responsibility of the Contractor to coordinate the location and installation of anchorage devices cast into the
structural frame for the support of material and equipment that is furnished and installed by various trades. All embedded
conduit shall not be thinner than standard schedule 40 steel pipe and shall be spaced not less than 4 diameters on center,
and outside diameter shall not exceed 1/3 the sl i I
ab thickness. A uminumno
p p i e or conduit shall t be embedded in concrete
a
All penetrations through beams and slabs must be sleeved.
Core drilling will not be permitted.
Sleeves or conduit not shown on the structural drawings and larger than 11/2" O.D. shall receive written approval prior to
placement. Sleeves shall be located a minimum of V-0" from the face of any column. Sleeves shall be spaced a minimum
of 3 diameters O.C.
Pitch concrete slabs where required for drainage. Concrete shall not be less than the minimum slab or beam thickness
shown.
All anchors, inserts, and plate embeds for the support of steel shall be placed in accordance with approved shop drawings
in conjunction with these drawings.
MASONRY:
All masonry construction shall comply with ACI 530.1-99 "Specifications for Masonry Structures", unless more stringent
requirements are specified.
Fill allceIIs with grout containing reinforcing steel, anchor bolts, wedge anchors, or
oilier fasteners as shown. Hold all
reinforcing in proper position within the cell prior to and during grouting using mechanical positioners at 4'-0 O.C. maxirnurn,
and at the top and base.
Provide 8" deep precast concrete or masonry "U" lintels over all masonry wall openings as indicated on the Drawings.
Reinforce lintel with 145 and fill solid with concrete unless otherwise indicated. Cut out bottom of lintel at bearings.
Minimum end bearings shall be 4" for filled lintels, and 6 1/2" for unfilled lintels, unless otherwise indicated.
All brick shelf angles shall be hot dipped galvanized, minimum angle 4 x 4 x 3/8 unless otherwise indicated. Adjust
horizontal leg size as required to be within 1/2" of brick face.
Brick or Concrete Veneer Ties:
Masonry Wall Back-up: 2 piece, 3116" rectangular or triangular wire ties and continuous 9 gage horizontal reinforcing truss
or ladder type (hook and eye type). Dur -o- wall Dur-o-eye/Ladder-eye, Hohmann and Barnard Lox All Adjustable Eye -Wire,
Wire Bond hook and eye, or approved equal.
Wood or Metal Stud Wall Back-up or Steel Column Back-up: 2 piece, 3/16" rectangular or triangular wire ties and 14 gage
plate with no. 12 screw attachments in accordance with manufacturer. Dur -o -wall D/A 213, Hohmann and Barnard DW -10,
or approved equal.
Space all veneer ties 24" O.C. horizontally and 16" O.C. vertically.
Masonry Accessories:
Individual Wire Ties for Masonry:
Fabricate from 3/16" cold -drawn steel wire, ASTM A82, unless otherwise indicated, of the length required for proper
embedment in wythes of masonry.
Anchors and Ties:
Provide straps, bars, bolts and rods fabricated from not less than 16 gage galvanized sheet metal or 3/8" diameter rod
stock, unless otherwise indicated.
THE ARCHITECTURAL DRAWINGS IN THIS SET ARE INTENDED TO ILLUSTRATE THE USE
OF GENERAL CONSTRUCTION PRACTICES, MATERIALS AND APPLICATIONS. SOME
DRAWINGS ARE GRAPHIC IN NATURE AND ARE NOT INTENDED TO ILLUSTRATE EVERY
DETAIL AND/OR ASPECT OF A PARTICULAR DETAIL REQUIRED TO CONSTRUCT, INSTALL
AND/OR COMPLETE THE CONSTRUCTION OR DETAIL. IT IS EXPECTED THAT THE GENERAL
CONTRACTOR IN CONNECTION WITH SUB -CONTRACTORS REGULARLY ENGAGED IN THE
CONSTRUCTION INDUSTRY WILL PERFORM ALL WORK NECESSARY TO COMPLETE ALL
DETAILS AND GENERAL CONSTRUCTION TO MEET CURRENT CODES AND QUALITY
STANDARDS ESTABLISHED BY GOVERNING AGENCIES, PROJECT SPECIFICATIONS
AND/QR OWNER. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO
ENSURE THAT THE CONSTRUCTION COMPLIES WITH ALL APPLICABLE CODES AND
STANDARDS INCLUDING THOSE FOR THE INTERIOR ENVIRONMENT AND EXTERNAL
ENVIRONMENT. CONSTRUCTION PRACTICES AND SUPERVISION SHALL BE EMPLOYED
TO ELIMINATE THE POTENTIAL FOR WATER INTRUSION AND/QR THE FORMATION OF
MOLDS AND MILDEW IN THE INTERIOR ENVIRONMENT.
TO THE BEST OF BROWN COOPER GWIN
& ASSOCIATES KNOWLEDGE, THESE
PLANS AND SPECIFICATIONS COMPLY
WITH THE APPLICABLE MINIMUM BLDG.
CODES AND THE APPLICABLE FIRE
SAFETY STANDARDS AS DETERMINED
BY THF LOCAL AUTHORITY. WINDOWS,
ROOFING, DOORS, AND STRUCTURAL
ELEMENTS SHALL COMPLY WITH THE
REQUIREMENTS FOR HURRICANE
RESISTANT CONSTRUCTION AND/OR
SECTION 1606 OF THE 2001 F.B.C.
SECOND EDITION FOR 110 M.P.H.
WIND ZONE.
WOOD SHEATHING ATTACHMENTS
Plywood diaphragm nailing schedule:
314" T&G ac plywood floor deck: glued and nailed with 10d nails at 6" o.c.
at supported edges and 10d
nails at 12" o.c. at intermediate supports
15/32 c -d plywood or 7116" OSB roof deck: 8d nails at 6" o.c. at supported edges and 8d nails
at 12" o.c. at intermediate supports 5'-0" of all
ridges and eaves (edge of roof which is not a gable)
and withing T-0" of all gable ends at 6" o.c. at edges and
intermediate supports typ.
15/32 c -d plywood or 7/16" OSB wall sheathing: 8d nails at 6" o.c. at supported edges and 8d nails at 12"
o.c. at intermediated supports, block all panel edges
15/32 c -d plywood or 7/16" OSB gable end wall sheathing. 8d nails at 6" o.c. at supported edges and 8d
nails at 12" o.c. at intermediated support,
block all edges typ.
PRE-ENGINEERED WOOD TRUSSES
Pre-engineered wood trusses shall be designed by the manufacturer in accordance with specified loads and
governing codes. Submittals shall include truss framing plans and details showing member sizes, bracing,
anchorage, connections, truss locations, and temporary and permanent bracing and/or bridging as required for
erection and for the permanent structure. Each submittal shall be signed and sealed by Florida Registered
Structural Engineer.
GENERAL NOTES
Provide 2'-0"x2'-0" corner bars, same number and size, for all horizontal reinforcing, in footings, concrete beams,
walls, and thickened slabs on grade.
All details and sections shown on drawings are intended to be typical and shall be construed to apply to any
similar situation elsewhere on the project, except whore a different detail is shown.
All anchors, inserts, plate embeds and reinforcing shall be placed in accordance with approved shop drawings in
conjunction with these drawings. Use strongbacks and templates to secure anchor bolts.
Concrete wedge anchors shall be hot -dipped galvanized or stainless steel, as manufactured by ITW/RAMSET
RED HEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings. Minimum embedment
for wedge anchors shall be 5" unless otherwise indicated. Provide hot dipped galvanized or stainless steel
anchors for all exterior fasteners, unless otherwise indicated.
Tapcons shall be manufactured from AISI SAE 1022 carbon steel and heat-treated, as manufactured by
ITW/RAMSET RED HEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings.
Tapcons shall be 1/4" diameter with 1 1/4" embedment unless otherwise indicated.
Epoxy installed anchor bolts shall be HILTI HY150 or SIMPSON SET PAC epoxy anchor system using hi -strength
ASTM A 36 threaded rods for interior weather protected air conditioned areas only, and AISI 304 or 316
stainless stool for all exterior applications, with 6" minirnurn ernbodrnent, unless otherwise indicated. Install in
strict accordance with manufacturers printed instructions.
Epoxy installed rebar shall be installed with H IL TI HY150 or SIMPSON SET PAC epoxy anchor system with 8"
minimum embedment, unless otherwise indicated. Install in strict accordance with manufacturers printed
instructions.
Fill all masonry cells with concrete where fasteners occur to masonry.
Field verify all existing dimensions, elevations, and conditions that affect new work or fabrication of new structural
components. Notify Architect immediately of all deviations or discrepancies found.
Do not scale drawings
SIMPSON HARDWARE GENERAL NOTES:
1. SEE "INSTRUCTIONS TO THE INSTALLER" IN THE SIMPSON STRONG -TIE WOOD CONSTRUCTION
CONNECTORS 2004 MANUAL (CATALOG C-2004). INSTALLERS ALSO NEED TO READ ALL PAGES OF
GENERAL NOTES
2. FILL ALL HOLES IN STRAPS (U.N.O.) TYPICAL TO OBTAIN MAXIMUM UPLIFT.
3. WHEN EMBEDDED STRAP IS MORE THAN 1-1/2" FROM TRUSS BEARING, (2) SIMPSON MTSM-20 MAY BE
TAPCONED TO BOND BEAM, USE (4) MIN. 21/4" X 1/4" DIA. TAPCONS EA. STRAP. FILL ALL HOLES AT TRUSS
WITH 7-10d NAILS. THIS IS GOOD FOR UP TO 2,000 LBS. OF UPLIFT.
4. WHEN EMBEDDED STRAP IS MORE THAN 1/8" FROM TRUSS BEARING, BUT LESS THAN 1-112" AWAY, USE A SHIM
TO FILL THE GAP AS NAILER. SHIM SHALL EXTEND FULL HEIGHTAS NEEDED.
5. CONTRACTOR MAY SUBSTITUTE CONNECTORS OF EQUAL QUALITY, PERFORMANCE AND MATERIAL
SPECIFICATIONS AS SIMPSON.
These plans are copyrighted and are subject to copyright protection as an "architectural work" under Section 102 of the Copyright Act, 17 U.S.O. as amended December 1990 and known as Architectural Works Copyright Protection Act of 1990. The protection includes but is not limited to the overall form
as well as the arrangement and composition of spaces and elements of of the design. Under such protection, unauthorized use of these plans, worker home represented, can legally result in the cessation of construction or buildings being seized and/or monetarycornpons<ilion to BROWN COOPER GWIN & ASSOCIATES.
STRUCTURAL DESIGN CRITERIA & GENERAL NOTES
GENERAL NOTES: ARCHITECTURAL
1. IT IS THE INTENT OF THE ARCHITECT THATTHIS
WORK BE IN CONFORMANCE WITH ALL REQUIREMENTS
OF THE BUILDING AIJTHORiTIE5 HAVING JURISDICTION
OVER THIS TYPE OF CONSTRUCTION AND OCCUPANCY.
ALL CONTRACTORS SHALL DO THEIR WORK IN
CONFORMANCE WITH ALL APPLICABLE CODES AND
REGULATIONS.
2. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS
AND DIMENSIONS AT THE JOBSITE PRIOR TO
COMMENCING WORK. THE CONTRACTOR SHALL REPORT
ALL DISCREPANCIES BETWEEN THE DRAWINGS AND
EXISTING CONDITIONS TO THE ARCHITECT PRIOR TO
COMMENCING WORK. DO NOT SCALE DRAWINGS.
3. CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD
INTO THE WORK ALL INSERTS, ANCHORS, ANGLES,
PLATES, OPENINGS, SLEEVES, HANGERS, SLAB
DEPRESSIONS AND PITCHES AS MAY BE REQUIRED
TO ATTACH AND ACCOMMODATE OTHER WORK.
4. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE,.
ARE THE PROPERTY OF THE ARCHITECT AND MAY NOT
BE USED OR REPRODUCED WITHOUT EXPRESSED
PRIOR WRITTEN CONSENT FROM THE ARCHITECT.
5. PROVIDE FLASHING, COUNTER FLASHING, BACKER
RODS, TOP QUALITY SEALANT AND/OR WATER PROOFING
SYSTEMS TO ENSURE WATER PROOF CONNECTIONS AT
JOINTS AND INTERSECTIONS.
6. ALL WOOD MEMBERS EXPOSED TO WEATHER OR
MASONRY, CONCRETE OR SOIL SHALL BE
PRESERATIVE-TREATED.
7. SOLID BLOCK ALL JOISTS, RAFTERS, TRUSSES
AND/OR HAND FRAMED AREAS AT POINTS OF
SUPPORT. FIRFBL OCK PER SECTION 2305 AND
' F 'F
705.3 OF THE L001 F.B.C. SECOND EDITION.
8. GLAZING IN HAZARDOUS LOCATIONS SHALL
COMPLY WITH THE REQUIREMENTS OF CHAPTER 24
SECTION 2405.2, OF THE FLORIDA BUILDING CODE 2001
SECOND EDITION.
9. THE ARCHITECT DOES NOT HAVE CONTROL OVER OR
CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR
CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES OR PROCEEDURES, OR FOR SAFETY
PRECAUTIONS AND PROGRAMS IN CONNECTION
WITH THE WORK. THESE ARE SOLELY THE
RESPONSIBILITY OF THE CONTRACTOR.
10. THE DESIGNS AS DRAWN INDICATE CERTAIN
PORPORTIONS AND RELATIONSHIPS OF SPACING
AND DISTANCE BETWEEN BUILT COMPONENTS.
THE VARIOUS DIMENSIONS, THICKNESSES AND
CHARACTERISTICS OF MATERIALS SHOWN
TYPICALLY ARE BASED ON NOMINAL DIMENSIONS
FOR THE PURPOSES OF DRAFTING. ACTUAL
"FIELD CONDITIONS" MAY DIFFER FROM OR ALTER
SOME DESIGN DIMENSIONS AND/OR PROPORTIONS.
COORDINATE VARIATIONS WITH ARCHITECT TO
MAINTAIN THE OVERALL APPEARANCE AND
INTENT OF THE DESIGN.
11. LIVING AREA SQUARE FOOTAGE CALCULATIONS
ARE BASED ON MEASUREMENTS OF THE PLAN
TO THE EXTERIOR FACE OF EXTERIOR WALLS.
OPEN AREAS TO LOWER FLOORS ARE NOT COUNTED
IN UPPER FLOOR AREA CALCULATIONS. STAIR AREAS
TYPICALLY ARE COUNTED IN THE FIRST FLOOR
AREA CALCULATION BUT NOT IN THE SECOND FLOOR
AREA CALCULATION. ANSI Z765-2003 IS USED AS
A BASIS FOR LIVING AREA CALCULATIONS.
12. NOTE: UNDER NO CIRCUMSTANCES
SHALL AN OPENING INA BLOCK WALL
BE MOVED FROM ITS LOCATION ON
THE PL ANS. OPENINGS SHALL NOT
BE ADDED WITHOUT PRIOR CONSENT
OF THE PROJECT STRUCTURAL
ENGINEER OR ARCHITECT.
NOTE:ROOF SHEATHING NAILING WHEN USING NAIL GUN
NAIL ROOF SHEATHING W/8d NAILS AT 4" O.C. AT EDGES
AND 8" O.C. AT INTERMEDIATE SUPPORTS
EXCEPT AS FOLLOWS:
NAIL ALL SHEATHING WITHIN T -O" OF ALL RIDGES
AND EAVES (EDGE OF ROOF WHICH IS NOT A GABLE)
AND WITHIN 4'-0" OF ALL GABLE ENDS AT 4" O.C.
AT EDGES AND INTERMEDIATE SUPPORTS TYP.
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32789
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OVERALL
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OVERALL
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ASPHALT SHINGLES
ON 15' POUND FELT
ON 1116' 055 OR
` viz' GDX PLYWOOD
1
ON PRE-ENGINEERED
WOOD TRU55E5
NAIL SHEATHING-: WITH Sd NAILS
AT 12' O.G. AT EDGES AND 8' O.G.
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METAL DRIP EDGE ON
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FILL TVP -_r 2X6 AT 24' O.C:1 PERIMETER
COURSE SOLID SEALANT TYP.
VERTIGAL6' STUCCO
2X8 P-5TEEL SEE -T. BUCK. TAPCON TO
FOUNDATION BLOCK WITH TWO ROWS BAND TYP_
OF 2 1/4' X 3/4' TAPCONS -
PLAN AT 12' O.C.
- I TEXTURED -------------
COATING
--•---_- COATING ON Cvl
GONG BLOCK
WALL
SIDE WALK 5LA5
� I u SIDE WALK SLAB
5EE SITE PLAN SEE SITE PLAN
F3Y O
BY OTHERS
° 4 4 ° ° -
n
4 d dy
MONOLITWIG
° ° •° ° • n a p d i CONCRETE FOOTING
130TTOM ° a d4 n WITH *5 BARS 12" O.C.
OF FOUNDATION d EACH WAY
12' F3EL0W I
G� i _ 4 u
RADE MIN
11 11011
-SECTION /4' UNIT TUJC SCALE: I �
FEILD VERIFY SOURGrE
AND LOCATION OF
POWER FOR K105iG
LICxNTIhICx TO
8E ON DUSK TO DAWN
TIMER 0R SEN50R
70 POUJER/
PANEL
j II TUJO-
11011
n m m C7P.Lr__ �=C7
A\
t UN I T TUJO
1" _ 1'0"
AW ASSOCIATES
537 N VIRGINIA AW,
32789
407-628-4161
FAX 407-628-4305
Drawn
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AS NOTED
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L
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AW ASSOCIATES
537 N VIRGINIA AW,
32789
407-628-4161
FAX 407-628-4305
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9/29/04
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9/29/04
Date
04156
Job No.
File
Sheet
cS A F F L0_'A D T A B0 L L ISS"
FOR GRAVITY, UPLIFT & LATERAL LOADS (PLF)
SAFE GRAVITY LOADS FOR 8" PRECAST 8a PRESTRESSED U -LINTELS
(�) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
CR40 FIELD ADDED REBAR. SFE NOTE NO. 4
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U -LINTEL S
cSAFE
LOAD - POUNDS PER LINEAR FOOT
SAFE LOAD - POUNDS PER LINEAR FOOT
- TYPE
1_F_NCaTH
808F8-18
8F8-08
BF12-08
8F16 -0B
81`20-08
SF24-00
BF28-OB
BF32-OB
8F12-10 81`16-11G! BF20-18 8F24-16 8F28 -1U
8F32-1 B
2'-10" (34") PRECAST
2231
3069
4605
6113
7547
8974
10394
11809
3069 4605 6113 7547 8974 10394
11809
3'-6" (42") PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3069 4605 6113 7547 8974 10394
11809
4'-0" (48") PRECAST
1966
2561
2751
3820
4890
5961
7034
8107
2693 4605 6113 7547 8974 10394
11809
T^'-6" (54") PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
2189 4375 6113 7547 M 8672 10294
11809
5'-4" (64") PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
1663 3090 5.365 75470 734219) 8733(i9)
10127(19)
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
1451 2622 4360 7168 6036(19) 71LM
8328
6'-6" (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
1238 2177 3480 5381 8360 1039 m
8825 14
7'-6" (90") PRECAST
743
1011
1729
2632
2205
2698
3191
3685
1011 1729 2661 3898 5681 8467 44
6472 1!
9'-4" (112') PRECAST
554
699
1160
1525
2564
3486
2818
3302
752 1245 1843 2564 3486 4705(M
6390(44
10'-6" (126') PRECAST
475
535
890
1247
2093
2777
2163
2536
643 1052 1533 2093 2781 3643M
4754 4e
11'-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
582 945 1366 1846 2423 3127
4006
"
12 -0" (144) PRECAST
337
540
873
1254
1684
2193
2805
3552
540 873 1254 1684 2193 2805
3552
F4" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
471 755 1075 1428 1838 2316
2883
14'-0" (168") PRECAST
279
424
709
1002
1326
1697
2127
2630
442 706 1002 1326 1697 2127 1
2630
14'-$" (176") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
458 783 1370 1902 2245 2517
2712
15'-4"(184") PRESTRESSEDN.R.
302
NR
NR
NR
NR
NR
NR
NR
412 710 1250 1 1733 2058 2320
2513
17'-4" (208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
300 548 950 1326 1"009 1849
2047
19'-4"(232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
235 420 750 1037 1282 1515
1716
21'-4"(Z56") PRESTRESSED
N R
NR
NR
NR
NR
NR
NR
NR
180 340 598 845 1114 1359
1468
22'-0" (264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
165 315 550 784 1047 1285
1399
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
129 250 450 654 884 1 1092 1
1222
(�) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
CR40 FIELD ADDED REBAR. SFE NOTE NO. 4
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U -LINTEL S
cSAFE
LOAD - POUNDS PER LINEAR FOOT
`� TYPE
L ENGTPI -------- __-
81`8-1T
8F12 -1T
8F16 -1T
8F20 -1'f
8F24 -1T
8F28 -1"f
8F32 -1T
8F8 -2T 8F12 -2T 8F16 -2T
8F20 -2T 8F24 -2T 8F2O-2T
8F32 -2T
2'-10" (34") PRECAST
1972 1
3173
1 4460
5747
7034 1
8321
9608
1972 1 3173 1 4460
5747 1 7034 1 8321
9608
3'-6" (42") PRECAST
1563
2524
3547
4569
5591
6613
7636
1569 1 2524 3547
4569 1 5591 6613
7636
4'-0" (48") PRECAST
136.3
2192
3079
3966
4853
5740
6627
1363 2192 3079
3966 4853 5740
6627
4'-6" (54") PRECAST
1207
194U
1/24
1 3508 1
4292 1
5077
5861
1207 1940 2724
1 3508 4292 1 5077
5861
(64") PRECAST
1016
1632
229U
2949
3607
F4265
4924
1016 1632 2290
2949 3607 1 4265
4924
„
5'- 10 (70") PRECAST
909
1492
2093
2694
3295
3897
4498
929 1492 2093
2694 3295 1 3897
4498
6'-6" (78") PRECAST
835 (1a
1340
1880
2419
2959
3498
4038
835 1340 1880
2419 2959 1 3498
4038
r
7' 6" (90") r'Rr�CAST
127 (n
1021
1634(1
2102(11)
257100)
303900)
3508 (9)
777 1 1166 1634
2102 2571 3039
3508
9'-4- (112") PRECAST
591 1
680
(10 1133
1471 (u)
1811 (15)
2152(1a)
2494 (15)
591 851 132
1 1705 2034 2463
2842
10-6" (126") PRECAST
530
552
914 (13)
1185 (15)
145800)
1732 (15)
2007 (s)
530 686 1183
1526 1865 2204
2544
A-
11'-4" (136") PRECAST
474
485
798 (15
1034 (15)
1272 (1o)
l 010 (15)
1749 (15)
494 599 1028
1422 1738 1 2053
2369
12'-0" (144") PRECAST
470 (9
441 1
723 04
936 (14)
1151 05)
136603)
1582 (15)
470 543 1 928
1349 1649 1 1948 1
2247
13'-4" (160") PRECAST
418 (13
373
606 04
783 (14)
962 (14)1
1141 (t4)
1321 0a)
428 1 455 770
1145 1444 1 1718
1993
14'-0" (168-) PRECAST
384 03
346
559 04
723 (t4)
887 (14)
1052(14)
1218 (14)
410 4za 7�9
1050 1454 (a) 1694 (a)
1954 p)
14'-$" (176") PRESTRESSED
239
323
519 (1
671 03)
823 (13)
976 0a)
1129(14)
246 390 655
968 1324 (-,)Fl 625 (ij)
1874 (11)
n" PRESTRESSFD
15'-4" (1ST)
224
302
4B5 03
626 (u)
767 03)
909 03)
1052 03)
230 364 609
897 1224 (all 1562 (n)
1801(4)
17'-4" (208") PRESTRESSED
187
255
404 (1
520 0a
637 O2)
754 0z)
872 (12)
192 303 500
732 993 (a) 1268(,4)
1470(14)
19'-4" (232") PRESTRESSED
162
222
347 (11)
446 (n)
546 (12)1
646 pzir
746 (12)
166 261 j 424
616 831 (0) 1057(,4)
1225(4)
21'-4" (256") PRESTRESSED
142
198
306 ,n
393 (1q
480 01)
567 01)
654 (1)
142 230 1 369
531 713 W 903 0>)
1046 (,3)
22'-0" (264") PRESTRLSSED
137
192 1
295 00
378 (n)
461 00)
545 0q
629 (n
1,37 1 221 j 354
508 681 (a) 861 03i
997 (u)
' S
2nT -0" (248") PRESTRESSED
124
175
267 (w
341 00)
416 00)
491 00)
566 (10)
124 1 200 316
450 600 (>) 756 (ta)
875 (13)
(#') THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR GR40 FIELD ADDED REBAR. SEE NOTE NO. 4
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED LI -LINTELS
e1
�t
SAFE LOAD
PLF
TYPE
LENGTH
8U8
8F8
REINF
CMU*
2'-10'(34") PRECAST
1293
1642
2135
S-6" (42") PRECAST
1025
1024
1830
4'-0" (48") PRECAST
765
763
1365
4'-6" (54") PRECAST
592
591
1057
5'-4" (64") PRECAST
411
411
734
5'-10" (70") PRECAST
340
339
607
6'-6" (78") PRECAST
507
721
483
7'-6" (90") PRECAST
424
534
357
9'-4" (112") PRECAST
326
512
227
10'-6" (126') PRECAST
284
401
178
11'-4" (136') PRECAST
260
452
152
12'-0" (144') PRECAST
244
402
135
13'-4" (160") PRECAST
217
324
109
14'-0" (168") PRECAST
205
293
98
(176") PRESTRESSED
N.R.
284
89
(164") PRESTRESSED
N.R.
259
82
17'-4" (208") PRFSTRESSED
N.R.
194
63
19'-4"(232") PRESTRESSED
N.R.
148
51
21'-4"(256") PRESTRESSED
N.R.
125
42
22'-0" (264") PRESTRESSED
N.R.
1 1 6
39
24'-0" (288") PRESTRESSED
N.R.
91
33
* NOTE 18
TYPE DESIGNATION
= FILLED WITH GROUT / U = UNFILLED
PQUANTITY OF #5 REBAR AT
UTTLIM OF LINTEL CAVITY
81`16-1B/1T
NOMINAL WIDTH—]I
QUANTITY OF #5
NOMINAL HEIGHT) REBAR AT TOP
ALL LINTELS TO BE MANUFACTURED BY
LINTEL CALCULATIONS
Mark
Len
#5 REBAR AT TOP, MIN.
Type
by 20 % If bearing length Is less than 6-112 Inches.
(1) REQ'D, SEE SCHEDULE
10'-6
next longest length.
1-1/2' CLEAR
T
L2
10'-6
5. Additional lateral load capacity can be obtained by the
81`24-1
B/1 T
5
10'-6
Example, T-6' lintel Type OF32-13 safe gravity load = 647? (15)
w r-1
B11 T
L4
10'-6
+,
8F20-1
U
t �_
GROUT SOLID FULL HEIGHT
z
a
GROUT BOND BEAM ONLY AT
w
W
UNFILLED LINTELS
o
z
_ -_
O�z
115 REBAR AS REQ'D
• v
SEE SCHEDULE
B❑TT❑M REINFORCING
PROVIDED IN LINTEL
w�
(VARIES)
NOMINAL WIDTH
SEE SCHEDULE
ALL LINTELS TO BE MANUFACTURED BY
LINTEL CALCULATIONS
Mark
Len
tin (ft)
Type
by 20 % If bearing length Is less than 6-112 Inches.
L 1
10'-6
next longest length.
SF24-18/1
T
L2
10'-6
5. Additional lateral load capacity can be obtained by the
81`24-1
B/1 T
L3
10'-6
Example, T-6' lintel Type OF32-13 safe gravity load = 647? (15)
8F24-1
B11 T
L4
10'-6
from the face of support,
8F20-1
8/1 T
LENGINEERING I
S F"J"T C I F1 CATI 0 N S
PRODUCT DESCRIPTION
Hgh strength precast concrete Untels designed to be unfilled or filed to form a composite reinforced bean using concrete masonry units.
MATERIALS
• f'c 8' precast lintels = 3500 p51 • Concrete masonry units (CMU) per ASTM C90 with minimum net area
• F'c 8' prestressed, 6' and 12' precast lhtels = 6000 psl compressive strenght = 1900 psl
• f'c 4' precast lintels = 3000 psl Rebar per ASTH A615 Grade 60
• Grout per ASTM C476 f'g = 3000 psi w/ maximum Prestressing strand per ASTM A416 Grade 270 low relaxation
3/8 Inch aggregate and 8 to Il Inch slump. 7/32 inch wire per ASTM A510
• Mortar per ASTM C270 Type H or S
GENERAL NOTES
1. Provide full mortar head and bed Joints, 8. Cast-Irvplace concrete may be provided In composite lintel In Ueu of
2 Shore filled lintels as required. concrete masonry units.
3 Installation of (Intel must comply with architectural 9. Safe load ratings based on rational design analysis per ACI 218 and ACI 530
and/or structural drawings, 10. Product Approvals, Had Bade County, Rarlda Nos, 03-0605A5
4. U -Lintels are manufactured with 5-1/2 inch long notches cdnd 03-0605.04
ends to accomodate vertical cell reinforcing and groutiit3,1he exterior surface of lintels installed in exterior concrete masonry walls
5. All lhtels meet or exceed L/360 vertical deflection, excepthaft have a coating of stucco applied In accordance with ASTH C926
lhtels 17'-4' and longer with a nominal height of 8' meet or other approved coating,
or exceed L/180, l2. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal
6. Bottom field added rebar to be located at the bottom (lateral) loads should be checked for the combined loading with the
of lintel cavity, following equation
7. 7/32 Inch diameter wire stirrups are welded to the bottom Applied vertical load Applied horizontal load
steel for mechanical anchorage. Safe vertical load + Safe horizontal load S LO
SAFE LOAD TABLE NOTES
1. All values based on minimum 4 Inch nominal bearing,
8, For composite Untel heights not shown, use safe load from
Exceptlorr Safe loads for unfilled lintels must be reduced
next lower height,
by 20 % If bearing length Is less than 6-112 Inches.
9. For Urate( lengths not shown, use safe load from
2. N.R. = Not Rated.
next longest length.
3, Safe loads are superimposed allowable load,
10, All safe loads In units of pounds per linear foot.
4. Safe loads based on Grade 40 or Grade 60 field rebar.
1L All safe loads based on simply supported span
5. Additional lateral load capacity can be obtained by the
12. The number in the parenthesis Indicates the percent reduction
designer by providing additional reinforced masorry alcove
for grade 40 field added rebar.
the precast lintel. See Reinforced CMU on Page 4,
Example, T-6' lintel Type OF32-13 safe gravity load = 647? (15)
6. One #7 rebar may be substituted for two #5 rebars in 8' Untels orl)1.15/. reduction =) 6472 05) = 5501 plf
7 The designer may evalute concentrated loads from the safe load tables
by calculating the maximum resisting moment and shear at d -away
from the face of support,
WALL TWO
L4
ALL ONS L3
t=1'\4TEL L YOUT UNIT TUJO
L t=: 1 11
a 1
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537 N VIRGINIA AVE
WINUR PARK, FLORIDA
32789
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FAX 407-628-4305
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9/29/04
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WINUR PARK, FLORIDA
32789
407-628-4161
FAX 407-628-4305
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0.156
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STRUCTURAL DESIGN CRITERIA
CODES:
Florida Building Code, 2001 Second Edition
Building Code Requirements for Reinforced Concrete (ACI 318-99)
Specifications for Structural Concrete for Buildings (ACI 301-89)
Building Code Requirements for Masonry Structures (ACI 530-99)
AISC Manual of Steel Construction, ASD, (Ninth Edition)
National Design Specification for Wood Construction, 1997 Edition.
APA Plywood Design Specifications
DEAD LOADS:
Floor: Structure...... .................... 7 PSF
Ceilings ............................3 PSF
Much/EIOc.........................5 PSF
Partitions ...........................5 PSF
Total..............................20 PSF
Roof: Roofing...... ........................ 5 PSF
Structure .............................7 PSF
Ceilings ........ ... ........3 PSF
Mech/E lec ..........................5 PSF
Total..............................20 PSF
FLOOR LIVE LOADS:
Residential Floor.................40 PSF
Residential Balconies .......... 40 PSF
Residential Decks................40 PSF
Residential Stairs.................40 PSF
ROOF LIVE LOADS:
Minimum Roof Live Load (PSF)
to
Tributary Loaded Area (sq.ft.)
Y..
D
For any Structural Member
9/29/04
Date
Roof Slope 0 to 200 201 to 600
Over 600
0:12 <4:12 20 16
12
(3
> 4:12 < 12:12 16 14
12
Z
> 12:12 12 12
12
WIND S Wind Velocity =
LOAD 110 mph
Y P
(ASCE 7-98) Importance Factor I = 1.0 and Building Category II
Exposure = "B"
Internal Coefficient GC pi = +! 0.18
Components and Cladding Design Wind Pressure (PSF):
Edge Zone: 10 Feet
VA
�
Walls: Area (sq.ft.) Interior Zone
Edge Zone
(neg) (pos)
(meg)
(pas)
10 -28.1 25.9
-34.7
25.9
20 -26.8 25.0
-32.5
25.0
50 -25.4 23.7
-29.4
23.7
100 -24.1 21.9
-27.2
21.9
200 -23.7 21.1
-24.6
21.1
500 or greater -21.5 19.3
-21.5
19.3
Roofs: 20deg to 30deg slope (4.5:12 - 6.5:12 roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone (2)
(neg) (pos)
(neg)
(pos)
10 -50.0 14.9
-50.0
14.9
20 -46.7 13.6
-46.7
13.6
50 -37.9 11.8
-37.9
11.8
100+ -34.7 10.5
-34.7
10.5
Roofs: 30deg to 45deg slope (6.6:12 -12:12
roof pitch)
Area (sq.ft.) Corners (3)
Edge Zone (2)
(neg) os
( 9} (P }
(neg)
( g}
os
(P )
10 -30.3 23.7
-30.3
23.7
20 -29.0 23.0
-29.0
23.0
50 -27.2 22.2
-27.2
22.2
100+ -25.9 21.5
-25.9
21.5
CONCRETE STRENGTH AT 28 DAYS:
All Concrete Unless Otherwise Indicated 2500 PSI
Pea Gravel Concrete for Masonry Cells Only 2000 PSI
(Do not use for Concrete Columns or Tie Beams)
REINFORCING:
Welded wire fabric shall conform to ASTM Al 85
All reinforcing bars ASTM A615AO 40,000 PSI
All stirrups and ties ASTM A615-40 40,000 PSI
Polypropylene fibers for slabs -on -grade
CONCRETE MASONRY UNITS:
ASTM C90 or C129, standard weight units, fm =1500 PSI
Mortar Type "S": 1800 PSI
Concrete Grout: 2000 PSI
Continuous masonry inspection is required during construction.
STRUCTURAL STEEL:
All structural & miscellaneous steel A36 36,000 PSI, u.n.o.
All bolts cast in concrete: ASTM A36 or ASTM A-307
WOOD FRAMING:
All Beams, Columns and Rafters, shall be Souther Yellow Pine,
No. 2 grade or better.
Joist, Studs, and Plates, etc. U.N.O., shall be
No.2 Spruce, Pine, Fir or better.
Parallam PSL 2.OE, Fb = 2900 PSI
Roof Deck: OSB (Oriented Strandboard)
Wall Sheathing: OSB (Oriented Strandboard)
Floor Deck: OSB (Oriented Strandboard)
WOOD TRUSSES:
Floor Design Loads: Roof Design Loads:
Top Chord Live and Dead Load: 40 PSF Top Chord Live and Dead Load: 10 PSF
Bottom Chord Dead Load: Bottom Chord Dead Load: 5 PSF
TOTAL 40 PSF TOTAL 15 PSF
See Drawings for Special Concentrated Loads. Design for net wind uplift as per specified codes, deducting a
maximum of 10 p.s.f. dead load, but not exceeding actual dead load.
SOIL BEARING VALUE:
Allowable soil bearing pressure after compaction: 2500 PSF
See Soils Report and Specifications for compaction requirements.
......................................................................................................................
STRUCTURAL NOTES
TESTING:
The Owner will provide testing services for Earthwork, Concrete, Structural Steel, and others as may be
required. General Contractor shall coordinate this work with the Testing Laboratory.
EARTHWORK FOR FOUNDATIONS:
Subsurface investigation was not performed and Geotechnical Engineering Report was not available for
foundation design of this project. Prior to construction, and if deemed necessary by the local building official
the contractor shall retain the services of a Qualified Geotechnical Engineer to perform soils test borings,
provide recommendations for foundation design (including allowable soil bearing pressure) provide Earthwork
compaction criteria, and perform soil testing during construction. The contractor is responsible for performing
all Earthwork operations in strict accordance with this report. If foundation recommendations and allowable
soil bearing capacity differ from the design assumptions shown on the drawings, then modifications to the
drawings will be required. Should this occur, the contractor shall stop construction and notify A/E immediately.
CONCRETE:
All concrete shall be poured in accordance with the ACI 318-99 Code, ACI 301 Specifications, and ACI 304-89
Proposed Revision and Recommended Practice for Measuring, Mixing, Transportation, and Placing Concrete
All slabs grade shall be 4" thick reinforced with x /
W1.4 x W1.4 WWF placed in upper third,
unless
otherwise indicated. � se ntl Gated. Provide control Joints in slabs as indicated on the drawings.
Materials:
Portland Cement: ASTM C 150, Type I.
Aggregates: ASTM C33/Fine and coarse aggregates.
Water: Potable, clean and free from deleterious amounts of acids, alkalis, or organic materials.
Fly Ash and Pozzolans: ASTM C 618, except that loss on ignition of Class F fly ash shall not exceed 6 %. Limit
use of fly ash not to exceed 25% of cement content by weight. Provide fly ash from a single source for
exposed concrete.
Water -Reducing Admixture: ASTM C494, Type A, type to density of concrete but containing no calcium
chloride.
Interior Zone Air -Entraining Admixture: ASTM C260.
(neg) (pos)
-23.7 14.9 Curia Materials: eras ASTM C309 method as selected to keepconcrete moist i
Curing ,
during curingperiod. In the case
9
-23.0 13.6 curing compounds are used in areas where waterproofing membrane is required, the compound must be type
-22.2 11.8 that is compatible with waterproofing membrane.
-21.5 10.5
Expansion Joint Filler: Shall be non -extruded resilient type, conforming to ASTM D1751 (bituminous) for
exterior use.
Interior Zone Non -Shrink Grout: CRD -C 588, factory pre -mixed grout.
(neg) (pos)
-25.9 23.7 Vapor Retarder: Provide vapor retarder cover over prepared base material where indicated below slabs on
-24.6 23.0 grade. Use only materials which are resistant to decay when tested in accordance with ASTM E 154, as
-22.8 22.2 follows:
-21.5 21.5
Polyethylene sheet not less than 6 mils thick.
Classes of Concrete:
Standard Weight Concrete: 2500 psi strength at 28 days, 470 lbs. cement per cu. yd. minimum, w/c ratio,
0.58 maximum.
Standard Weight Concrete for 2" pump mix (if required): 2500 psi strength at 28 days, 470 lbs. cement per cu.
yd. minimum, wlc ratio, 0.58 maximum, 900 lbs. minimum of 3/8" coarse aggregate.
Standard Weight Concrete for Masonry Fill Cells Only: 2000 psi strength at 28 days with coarse aggregate
3/8" minimum, w/c ratio .65 maximum. Note: This class of concrete not to be used for columns and fie beams.
Test in accordance with ASTM C 1019.
Slump Limits:
Proportion and design mixes to result in concrete slump at point of placement as follows:
Ramps and sloping surfaces: Not more than 3".
Reinforced foundation systems: Not less than 3" and not more than 5".
Addition of water at the site to increase slump is prohibited
Air Entrainment:
2% to 4% air, all concrete.
Ready -Mix Concrete:
Concrete shall be transit -mixed concrete batched, rnixed and supplied in accordance with ASTM C 94. Total mixing time
shall not exceed 11/2 hours. Reduce mixing time in accordance with ASTM C 94.
REINFORCING STEEL:
All reinforcing steel shall be new deformed bars free from scale and oil and shall meet ASTM A-615. Reinforcing for
footings shall be supported on precast concrete pads or metal chairs, top reinforcing shall be positively supported by
temporary stringers. Dowels for columns and filled cells shall be secured in place by using additional cross -reinforcing tied
to footing reinforcing. Splices in reinforcing where permitted shall be the following minimum, unless otherwise indicated on
the drawings:
Footings, Walls, Columns, Beams, Slabs: 36 diameters or 2'-0 ruin., whichever is more.
Masonry Cell Reinforcing: 48 diameters or 2'-0 min., whichever is more.
Temperature Reinforcing: 20 diameters or V-0 ruin., whichever is more.
Welded Wire Mesh: 8" lap
REINFORCING CONCRETE COVERAGES:
Footings: Top: 2" clear.
Bottom and unformed edges: 3" clear.
Beams, Columns, and Walls: 1112" clear to ties or reinforcing.
Slabs: Top and bottom reinforcing: 3/4" clear.
Shop Drawings for bar placement shall be submitted for review prior to fabrication.
REINFORCING ACCESSORIES:
All accessories shall have upturned legs and he stainless steel, plastic dipped, or hot dipped galvanized after fabrication.
Individual high chairs shall be provided under support bars, shall be of proper height for slab thickness, and shall not be
over 4'-0" O.C. maximum, unless otherwise indicated. Support bars shall not extend over V-0" beyond outer chairs.
Support bars shall be No.5 continuous, 4'-0" U.C. maximum, unless otherwise indicated.
EMBEDMENTS, SLEEVES, AND OPENINGS:
It is the responsibility of the Contractor to coordinate the location and installation of anchorage devices cast into the
structural frame for the support of material and equipment that is furnished and installed by various trades. All embedded
conduit shall not be thinner than standard schedule 40 steel pipe and shall be spaced riot less than 4 diameters on center,
and outside diameter shall not exceed 1/3 the slab thickness. Aluminum pipe or conduit
shall not he embedded in concrete
All penetrations through beams and slabs must be sleeved.
Core drilling will not be permitted.
Sleeves or conduit not shown on the structural drawings and larger than 1 1/2" O.D. shall receive written approval prior to
placement. Sleeves shall be located a minimum of V-0" from the face of any column. Sleeves shall be spaced a minimum
of 3 diameters O.C.
Pitch concrete slabs where required for drainage. Concrete shall not be less than the rninirnurn slab or b earn thickness
shown.
All anchors, inserts, and plate embeds for the support of steel shall be placed in accordance with approved shop drawings
in conjunction with these drawings.
MASONRY:
All masonry construction shall comply with ACI 530.1-99 "Specifications for Masonry Structures", unless more stringent
requirements are specified.
Fill all cells with grout containing reinforcing n steel, anchor bolts wedge anchors or other fasteners as shown. Hold all
reinforcing in proper position within the cell prior to and during grouting using mechanical positioners at 4'-0 o.c. maximum,
and at the top and base.
Provide 8" deep precast concrete or masonry "U" lintels over all masonry wall openings as indicated on the Drawings.
Reinforce lintel with 1-45 and fill solid with concrete unless otherwise indicated. Cut out bottom of lintel at bearings.
Minimum end bearings shall be 4" for filled lintels, and 6 1/2" for unfilled lintels, unless otherwise indicated.
All brick shelf angles shall be hot dipped galvanized, minimum angle 4 x 4 x 3/8 unless otherwise indicated. Adjust
horizontal leg size as required to be within 112" of brick face.
Brick or Concrete Veneer Ties:
Masonry Wall Back-up: 2 piece, 3116" rectangular or triangular wire ties and continuous 9 gage horizontal reinforcing truss
or ladder type (hook and eye type). Dur -a- wall Dur-o-eye/Ladder-eye, Hohmann and Barnard Lox All Adjustable Eye -Wire,
Wire Bond hook and eye, or approved equal.
Wood or Metal Stud Wall Back-up or Steel Column Back-up: 2 piece, 3/16" rectangular or triangular wire ties and 14 gage
plate with no. 12 screw attachments in accordance with manufacturer. Dur -o -wall D/A 213, Hohmann and Barnard DW -10,
or approved equal.
Space all veneer ties 24" O.C. horizontally arid 16" O.C. vertically.
Masonry Accessories:
Individual Wire Ties for Masonry:
Fabricate from 3/16" cold -drawn steel wire, ASTM A82, unless otherwise indicated, of the length required for proper
embedment in wythes of masonry.
Anchors and Ties:
Provide straps, bars, bolts and rods fabricated from riot less than 16 gage galvanized sheet metal or 3/8" diameter rod
stock, unless otherwise indicated.
THE ARCHITECTURAL DRAWINGS IN THIS SET ARE INTENDED TO ILLUSTRATE THE USE
OF GENERAL CONSTRUCTION PRACTICES, MATERIALS AND APPLICATIONS. SOME
DRAWINGS ARE GRAPHIC IN NATURE AND ARE NOT INTENDED TO ILLUSTRATE EVERY
DETAIL AND/OR ASPECT OF A PARTICULAR DETAIL REQUIRED TO CONSTRUCT, INSTALL
AND/OR COMPLETE THE CONSTRUCTION OR DETAIL. IT IS EXPECTED THAT THE GENERAL
CONTRACTOR IN CONNECTION WITH SUB -CONTRACTORS REGULARLY ENGAGED IN THE
CONSTRUCTION INDUSTRY WILL PERFORM ALL WORK NECESSARY TO COMPLETE ALL
DETAILS AND GENERAL CONSTRUCTION TO MEET CURRENT CODES AND QUALITY
STANDARDS ESTABLISHED BY GOVERNING AGENCIES, PROJECT SPECIFICATIONS
AND/OR OWNER. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO
ENSURE THAT THE CONSTRUCTION COMPLIES WITH ALL APPLICABLE CODES AND
STANDARDS INCLUDING THOSE FOR THE INTERIOR ENVIRONMENT AND EXTERNAL
ENVIRONMENT. CONSTRUCTION PRACTICES AND SUPERVISION SHALL BE EMPLOYED
TO ELIMINATE THE POTENTIAL FOR WATER INTRUSION AND/OR THE FORMATION OF
MOLDS AND MILDEW IN THE INTERIOR ENVIRONMENT.
TO THE BEST OF BROWN COOPER GWIN
& ASSOCIATES KNOWLEDGE, THESE
PLANS AND SPECIFICATIONS COMPLY
WITH THE APPLICABLE E MINIMUM BLDG.
CODES AND THE APPLICABLE FIRE
SAFETY STANDARDS AS DETERMINED
BY THE LOCAL AUTHORITY. WINDOWS,
ROOFING, DOORS, AND STRUCTURAL
ELEMENTS SHALL COMPLY WITH THE
REQUIREMENTS FOR HURRICANE
RESISTANT CONSTRUCTION AND/OR
SECTION 1606 OF THE 2001 F.B.C.
SECOND EDITION FOR 110 M.P.H.
WIND ZONE.
WOOD SHEATHING ATTACHMENTS:
Plywood diaphragm nailing schedule:
3/44" T&G o -c plywood floor deck: glued and nailed with 10d nails at 6" o.c.
at supported edges and 10d
nails at 12" o.c. at intermediate supports
15/32 c -d plywood or 7/16" OSB roof deck: 8d nails at 6" o.c. at supported edges and 8d nails
at 12" o.c. at intermediate supports -0" of all
ridges and eaves (edge of roof which is not a gable)
and withing 5'-0" of all gable ends at 6" o.c. at edges and
intermediate supports typ.
15/32 c -d plywood or 7/16" OSB wall sheathing: 8d nails at 6" o.c. at supported edges and 8d nails at 12"
o.c. at intermediated supports, block all panel edges
15/32 c -d plywood or 7/16" OSB gable and wall sheathing. 8d nails at 6" o.c. at supported edges and 8d
nails at 12" o.c. at intermediated support,
block all edges lyp.
PRE-ENGINEERED WOOD TRUSSES
Pre-engineered wood trusses shall be designed by the manufacturer in accordance with specified loads and
governing codes. Submittals shall include truss framing plans and details showing member sizes, bracing,
anchorage, connections, truss locations, and temporary and permanent bracing and/or bridging as required for
erection and for the permanent structure. Each submittal shall be signed and sealed by a Florida Registered
Structural Engineer.
=!0*kT:L�►CS1L
Provide 2'-0"x2'-0" corner bars, same number and size, for all horizontal reinforcing, in footings, concrete bearns,
walls, and thickened slabs on grade.
All details and sections shown on drawings are intended to be typical and shall be construed to apply to any
similar situation elsewhere on the project, except where a different detail is shown.
All anchors, inserts, plate embeds and reinforcing shall be placed in accordance with approved shop drawings in
conjunction with these drawings. Use strongbacks and templates to secure anchor bolts.
Concrete wedge anchors shall be hot -dipped galvanized or stainless steel, as manufactured by ITW[RAMSET
RED HEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings. Minimum embedment
for wedge anchors shall be 5" unless otherwise indicated. Provide hot dipped galvanized or stainless steel
anchors for all exterior fasteners, unless otherwise indicated.
Tapcons shall be manufactured from AISI SAE 1022 carbon steel and heat-treated, as manufactured by
ITW/RAMSET REDHEAD, SIMPSON, or approved equal. Size and length as indicated on the drawings.
Tapcons shall be 1/4" diameter with 1 1/4" embedment unless otherwise indicated.
Epoxy installed anchor bolts shall be HILTI HY150 or SIMPSON SET PAC epoxy anchor system using hi -strength
ASTM A 36 threaded rods for interior weather protected air conditioned areas only, and AISI 304 or 316
stainless steel for all exterior applications, with 6" minimum embedment, unless otherwise indicated. Install in
strict accordance with manufacturers printed instructions.
Epoxy installed rebar shall be installed with H ILTI HY150 or SIMPSON SET PAC epoxy anumor syslern with 8"
rninirnurn embedment, unless otherwise indicated. Install in strict accordance with manufacturers printed
instructions.
Fill all masonry cells with concrete where fasteners occur to masonry.
Field verify all elevations, and conditions that affect new work or abrcation of new structural
ral
components. Notify Architect immediately of all deviations or discrepancies found.
Do not scale drawings.
SIMPSON HARDWARE GENERAL NOTES:
1. SEE "INSTRUCTIONS TO THE INSTALLER" IN THE SIMPSON STRONG -TIE WOOD CONSTRUCTION
CONNECTORS 2004 MANUAL (CATALOG C-2004). INSTALLERS ALSO NEED TO READ ALL PAGES OF
GENERAL NOTES
2. FILL ALL HOLES IN STRAPS (U.N.O.) TYPICAL TO OBTAIN MAXIMUM UPLIFT.
3. WHEN EMBEDDED STRAP IS MORE THAN 1-1/2" FROM TRUSS BEARING, (2) SIMPSON MTSM-20 MAYBE
TAPCONED TO BOND BEAM, USE (4) MIN. 2 1/4" X 1/4" DIA. TAPCONS EA. STRAP. FILL ALL HOLES AT TRUSS
WITH 7-10d NAILS. THIS IS GOOD FOR UP TO 2,000 LBS. OF UPLIFT.
4. WHEN EMBEDDED STRAP IS MORE THAN 1/8" FROM TRUSS BEARING, BUT LESS THAN 1-112" AWAY, USE A SHIM
TO FILL THE GAP AS NAILER. SHIM SHALL EXTEND FULL HEIGHT AS NEEDED.
5. CONTRACTOR MAY SUBSTITUTE CONNECTORS OF EQUAL QUALITY, PERFORMANCE AND MATERIAL
SPECIFICATIONS AS SIMPSON.
These plans are copyrighted and are subject to copyright protection as an "architectural work" under Section 102 of the Copyright Act, 17 U.S.O. as amended December 1990 and known as Architectural Works Copyright Protection Act of 1990. The protection includes but is not limited to the overall form
as well as the arrangement and composition of spaces and elements of of the design. Under such protection, unauthorized use of these plans, work or home represented, can legally result in the cessation of construction or buildings being seized arid/or monetary compensation to BROWN COOPER GWIN & ASSOCIATES.
STRUCTURAL DESIGN CRITERIA & GENERAL NOTES
GENERAL NOTES: ARCHITECTURAL
1. IT IS THE INTENT OF THE ARCHITECT THAT THIS
WORK BE IN CONFORMANCE WITH ALL REQUIREMENTS
OF THE BUILDING AUTHORITIES HAVING JURISDICTION
OVER THIS TYPE OF CONSTRUCTION AND OCCUPANCY.
ALL CONTRACTORS SHALL DO THEIR WORK IN
CONFORMANCE WITH ALL APPLICABLE CODES AND
REGULATIONS.
2. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS
AND DIMENSIONS AT THE JOBSITE PRIOR TO
COMMENCING WORK. THE CONTRACTOR SHALL REPORT
ALL DISCREPANCIES BETWEEN THE DRAWINGS AND
EXISTING CONDITIONS TO THE ARCHITECT PRIOR TO
COMMENCING WORK. DO NOT SCALE DRAWINGS.
3. CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD
INTO THE WORK ALL INSERTS, ANCHORS, ANGLES,
PLATES, OPENINGS, SL EFVES, HANGERS, SLAB
DEPRESSIONS AND PITCHES AS MAY BE REQUIRED
TO ATTACH AND ACCOMMODATE OTHER WORK.
4. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE,.
ARE THE PROPERTY OF THE ARCHITECT AND MAY NOT
BE USED OR REPRODUCED WITHOUT EXPRESSED
PRIOR WRITTEN CONSENT FROM THE ARCHITECT.
5. PROVIDE FLASHING, COUNTER FLASHING, BACKER
RODS, TOP QUALITY SEALANT AND/OR WATER PROOFING
SYSTEMS TO ENSURE WATER PROOF CONNECTIONS AT
JOINTS AND INTERSECTIONS.
6. ALL WOOD MEMBERS EXPOSED TO WEATHER OR
MASONRY, CONCRETE OR SOIL SHALL BE
PRESERATIVE-TREATED.
7. SOLID BLOCK ALL JOISTS, RAFTERS, TRUSSES
AND/OR HAND FRAMED AREAS AT POINTS OF
SUPPORT. FIREBLOCK PER SECTION 2305 AND
705.3 OF THE 2001 F.B.C. SECOND EDITION.
8. GLAZING IN HAZARDOUS LOCATIONS SHALL
COMPLY WITH THE REQUIREMENTS OF CHAPTER 24
SECTION 2405.2, OF THE FLORIDA BUILDING CODE 2001
SECOND EDITION.
9. THE ARCHITECT DOES NOT HAVE CONTROL OVER OR
CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR
CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES OR PROCEEDURES, OR FOR SAFETY
PRECAUTIONS AND PROGRAMS I
PRECA N CONNECTION
WITFI THE WORK. THESE ARE SOLELY THE
RESPONSIBILITY OF THE CONTRACTOR.
10. THE DESIGNS AS DRAWN INDICATE CERTAIN
PORPORTIONS AND RELATIONSHIPS OF SPACING
AND DISTANCE BETWEEN BUILT COMPONENTS.
THE VARIOUS DIMENSIONS, THICKNESSES AND
CHARACTERISTICS OF MATERIALS SHOWN
TYPICALLY ARE BASED ON NOMINAL
DIMENSIONS
ONS
FOR THE PURPOSES OF DRAFTING. ACTUAL
"FIELD CONDITIONS" MAY DIFFER FROM OR ALTER
SOME DESIGN DIMENSIONS AND/OR PROPORTIONS.
COORDINATE VARIATIONS WITH ARCHITECT TO
MAINTAIN TH E OVERALL APPEARANCE AND
INTENT OF THE DESIGN.
11. LIVING AREA SQUARE FOOTAGE CALCULATIONS
ARE BASED ON MEASUREMENTS OF THE PLAN
TO THE EXTERIOR FACE OF EXTERIOR WALLS.
OPEN AREAS TO LOWER FLOORS ARE NOT COUNTED
IN UPPER FLOOR AREA CALCULATIONS. STAIR AREAS
TYPICALLY ARE COUNTED IN THE FIRST FLOOR
AREA CALCULATION BUT NOT IN THE SECOND FLOOR
AREA CALCULATION. ANSI Z765-2003 IS USED AS
A BASIS FOR LIVING AREA CALCULATIONS.
12. NOTE: UNDER NO CIRCUMSTANCES
SHALL AN OPENING IN A BLOCK WALL
BE MOVED FROM ITS LOCATION ON
THE PLANS. OPENINGS SHALL NOT
BE ADDED WITHOUT PRIOR CONSENT
OF THE PROJECT STRUCTURAL
ENGINEER OR ARCHITECT.
NOTE:ROOF SHEATHING NAILING WHEN USING NAIL GUN
NAIL ROOF SHEATHING W/8d NAILS AT 4" O.C. AT EDGES
AND 8" O.C. AT INTERMEDIATE SUPPORTS
EXCEPT AS FOLLOWS:
NAIL ALL SHEATHING WITHIN 4'-0" OF ALL RIDGES
AND EAVES (EDGE OF ROOF WHICH IS NOTA GABLE)
AND WITHIN 4'-0" OF ALL GABLE ENDS ATN" O.C.
AT EDGES AND INTERMEDIATE SUPPORTS TYP.
GWIN
AM ASSOCIATES
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WIRIER PARK, FLORIDA
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