HomeMy WebLinkAbout166 Venetian Bay Cir 04-735 New SFHPERMIT ADDRESS
CONTRACTOR
Morrison Homes
151 Southhall Ln #200
Maitland; FL; 32`751, - _
407-257-6940
CRC 041929
PHONE NUMBER
PROPERTY OWNER
ADDRESS
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTOR
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOF.
P lqui_
t:
MISCELLANEOUS CONTRACTOR
FEE
PERMIT NUMBER FEE
SUBDIVISION
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1. 5A6IC`WIND SPEED = 120 MPH(3 SECOND GUST) CONSTRUCTION"; LATEST EDITION.(ND6)
2. WIND 'IMPORTANCE FACTOR ,=' 1.00 (ACSE 1-98, TABLE 6-I, PG.55)
BUILDING I CATEGORY = 11 (A6CE 1-98, TABLE 1-I, FGA) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALL6. SHEAR
SECTION 6 5b PG28) WALL6 AND MISC. STRUCTURAL WOOD FRAMING MEMBERS.
3. WIND EXP05URE(AL.L; SIDES) =B (ABCE-g8, (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SOUTHERN
4. INTERNAL PRESSURE GOEFFICIENT5(A5CE -98, TABLE 6-1, PG.62)' YELLOW PINE OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
ENCLOSED. BUILDINGS =�0.18
PARTIALLY'ENCL06ED BUILDINGS = 10,55 REGARDLESS OF SPECIES.
s (NOTE:. COEFFICIENTS FOR PARTIALLY ENCLOSED STRUCTURES
ARE APPLIED WHEN DE61GN OF MEMBER(S) FALLS UNDER PREI✓ABRICATED WOOD TRU$5E5
ASCE 1-98 DEFINITIONS CLASSIFYING AS SUCH)
5. ALL COMPONENTS AND CLADDING'NOT SPECIFIED ON PLANS SHALL. i ALL PREFABRICATED WOOD TRU56E6 SHALL BE SECURELY
BE DESIGNED TO WITHSTAND THE FOLLOWING PRESSURES: FASTENED TO THEIR 6UPPORTING WALLS OR BEAMS WITH
-FOR `WALL LOCATIONS; -35 PSF, +26 PBF HURRICANE CLIPS OR ANCHORS.
FOR ROOF LOCATIONS: -65 PSF, +11 105F 2 TRU55E6 SHALL BE DESIGNED BY MWFR5 METHODOLOGY FOR
(AC6E 7-9$, TABLE 6-3A, PGBI) LONG 6PAN TRU86ES TO DETERMINE UPLIFT AND REACTION VALUES.
MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS
FOUNDATIONS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS
I: 601L TO BE COMPACTED TO AT LEAST 95% UNDER SLABS ENGINEER OF RECORD
AND 95% UNDER FOOTINGS OF MAX. DRY DENSITY AS DETERMINED 3 PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN
BY A6TM-.155l (MODIFIED PROCTOR) ACCORDANCE WITH THE LATEST EDITION OF THE
2. FOUNDATIONS' AND FOOTINGS ARE DESIGNED FOR AN ALLOWABLE "NATIONAL DESIGN SPECIFICATION FOR STRE65-GRADE
BOIL. BEARING OF 2000 PSF LUMBER AND ITS FASTENERS" AS RECOMMENDED BY THE
NATIONAL FOREST PRODUCTS ASSOCIATION.
CAST IN PLACE CONCRETE 4 TRU55 MEMBERS AND CONNECTIONS 514ALL BE
PROPORTIONED (WITH A MAXIMUM ALLOWABLE 6TRE65
1 ALL CONCRETE SHALL HAVE A MINIMUM, COMPRESSIVE INCREASE FOR LOAD DURATION OF 25%) TO WITHSTAND
STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" THE LIVE LOADS GIVEN IN THE NOTES AND TOTAL DEAD
PLUS OR MINUS P, AND ' NAVE 2 .TO 4% AIR. LOAD.
ENTRAINMENT, AND A MAXIMUM'WATER/CEMENT RATIO OF 5 BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS
0.58, REQUIRED BY TRUSS MANUFACTURER UNLE65 NOTED ON
PLANS.
2 ALL REINFORCING STEEL $HALT. BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 6 TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL
CONFIGURATION OF TRU66E6 ONLY. WEB MEMBERS ARE
GRADE 40. NOT SHOWN, BUT SHALL BE DESIGNED BY TRU56
3 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR MANUFACTURER IN ACCORDANCE WITH THE DE61GN LOADS.
bx&xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" 4 CONTAIN TRU55 DESIGN LOADS
AT LEAST ONE CROSS WIRE WITHIN THE 61". FIBERMIX OF TOP CHORD : LL = 20.PSF
EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. (7RU66 MNF. MAY TAKE REDUCTION FOR 6:12 5LOPE6 OR GREATER)
DL = 10 PSF(6HINGLE TYPE ROOF COVER)
4 ALL CONCRETE WORK SHALL, BE IN ACCORDANCE WITH DL = 20 PSF(TILE TYPE ROOF COVER)
"THE BUILDING CODE REQUIREMENTS FOR REINFORCED DL = 14 PSF AT OVERBUILT
CONCRETE" ACI 318 LATEST EDITION, AND BOTTOM CHORD : DL 10 PSF
"SPECIFICATIONS FOR 6TR4TURAL CONCRETE FOR
BUILDINGS," Act 301. WIND LOAD : SEE DE51GN REQUIREMENTS
I THE TRU65 MANUFACTURER SHALL DETERMINE ALL SPANS,
5 HORIZONTAL; FOOTING BARS $HALL BE BENT MIN. 12 BAR DIAMETERS WORKING POINTS, BEARING POINTS, AND "SIMILAR CONDITIONS.
(EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUBSEB, ALL
MIN. 12 LAP.EXCLUDING BEND AT.EACH END SHALL BE PROVIDED. BRACING MEMBERS, AND ALL TRU55 TO TRU55 HANGERS.
8 PROVIDE ADDITIONAL BRACING AND BLOCKING PER NIB- 31
b MINIMUM.LAP SPLICES ON ALL REINFORCING BARS SHALL AND TRUSS MANUFACTURER'S DRAWINGS
BE 48 BAR'DIAMETER$.
E30LTS AND TkREADED RODS
ALL 5oLTS 4 THREADED RODS TO BE ASTM A301 OR BETTER(UN.OJ
_u
MA60NRY WALL CONSTRUCTION
1 HOLLOW LOAD BEARING- UNITS SHALL BE NORMAL
WEIGHT, GRADE N, TYPE 2, CONFORMING .
TO ASTM C90 WITH A MINIMUM NET` COMPRESSIVE
STRENGTH
O .2000 P51 l f'm = 1900 PSi)
2 MORTAR SHALL BE TYPE M OR 5, CONFORMING TO ASTM
C210.
I : "
NO MORE THAN
3 HEAD MORTAR JOINTS AT PRECAST WINDOW $ILLSTO BE
,
��.
4 COAR6E'GROUT SHALL CONFORM TO A6TM C41(o WITH A
MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI.
5 VERTICAL REINFORCEMENT SHALL BE AS NOTED:.ON THE
MORK SO J
DRAWINGS WITH CELLS FILLED WITH COARSE GROUT:
6 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION
PLAN
AT THE TOP AND BOTTOM AND AT A MAXIMUM SPACING �AY
OF 8'-0" UN.O: REINFORCEMENT SHALL BEV�E.N�E]�IAN B
PLACED IN * THE CENTER OF THE M.A60NRY CELL TYPICAL
UNLE88 OTHERWISE NOTED.
I REINFORCING STEEL SHALL -BE LAPPED MINIMUM 30"
UNLE56 NOTED OTHERWISE ON THE DRAWINGS.
8 HOOKS AT TOP 4 BOTTOM OF VERTICAL REINFORCING BARS
TO BOND COARSE AND FOOTING TO BE NO LESS THAN 12 BAR
DIA'IETER5 EXCLUDING BEND
9 EXPANSION TYPE ANCHORS ARE NOT TO;BE USED IN BOND COURSE.
EMBEDDED: ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED:
V F D
FIELD REPAIR NOTES
I. DRILL A 3/4",DIAMETER HOLE MIN. b" DEEP AT THE LOCATION OF THE I. CEILINGS TO BE DESIGNED AS COMPONENTS 4 CLADDING FOR
OMITTED REBAR, AND INSTALL NO. 5 BAR INTO EPDXY FILLED HOLE 0-10 DEGREE ROOF ZONE i OR +10 PSF 4 -24.4 PSF.
EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQUIVILENT. FOLLOW OVERHANGS ARE PART OF 5OFFET5.
MANUFACTURE'S INSTRUCTIONS. 'ASSURE THAT,ALL DUST AND DEBRIS
FROM DRILLING ARE REMOVED FROM HOLE BY USING COMPRE55ED 8. ALL MORR15ON HOMES RE61DENTIAL 5TRUCTURE5 ARE TO BE
AIR PRIORTO APPLYING EPDXY, ALLOW EPDXY TO CURE TO CONSIDERED AS FULLY ENCLOSED STRUCTURES. THE INTERNAL
MANUFACTURER'S,SPECIFICATIONS, THEN FILL CELL,IN THE NORMAL PRESSURE GOEFFICIENT5 FOR ENCLOSED BUILDINGS ARE
WAY DURING'BONDBEAM POUR, USE 30" MIN. LAP SPLICE. HOOKS AT TOP PLU8/MINU6 0.18 PSF: (FROM A6GE 1-95, PAGE 62). TRUSSES
OF BAR TO BE MIN. 12 BAR DIAMETER5(EXCLUDING BEND). MAY OR MAY NOT BE DESIGNED FOR PARTIALLY ENCLOSED
2. MAY SUBSTITUTE $TRAPS/CONNECTOR5 w/STRAPS/CONNECTORS CONDITION, 4 THIS DOES NOT AFFECT OR CHANGE THE RATING
OF THE ENTIRE STRUCTURE.
OF EQUAL OR GREATER UPLIFT 4 LATERAL RESISTANCE VALUES IN FIELD
WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURES INSTALLATION
INSTRUCTIONS ARE FOLLOWED.
3, FOR MORTER JOINTS LESS THAN 1/4", PROVIDE el)S VERT. IN CONC.PILLED
CELL EA. SIDE OF JOINT(BAR DOES NOT HAVE .TO BE CONT. TO FTG.)
4. 2X12'6 MAY BE USED ILO TIM5ER6TRANDS FOR STAIR STRINGERS
5. RIM BOARDS MAY BE USED FOR RISERS 4 TREADS ILO 2x12'S
6. WOOD STUDS MAY BE SUBSTITUTED OF METAL STUDS IN NON -LOAD
BEARING'WALL6
r
REVISIONS
10/25/aq CHANGE NAME FROM PINEHUR5T
TO THE BROOKI^10012
II/Iq/qq WALK THRU REVI51ON5 FROM II/12/cia
1) OPT. DEN TO BE SHORN AS A DIFFERENT
PLAN ( BROOKWOOD II )
2) KITCHEN-ACCE55 FROM DINING "1O KITCHEN
TO BE OPTIONAL / ADD CABINETS TO THIS
LOCATION
3) KITCHEN -ADD WALL TO CL6.AT END
OF UPPER CABINETS (AT BARTOP
LOCATION )
4) KITCHEN -PANTRY HOHT TO BE 8'-O"
PLANT SHELF ABOVE
5) M. BATHROOM - ADD 2(bb8 SWING DR.
IN LIEU OF BIFOLD AT M. CLOSET
6) M. BATHROOM - ADD DETAIL AT LOW
WALL AT TUB AND COUNTER
-1) M. BATHROOM ELEC- ADD ( 1) 6-0"
STRIP L16HT IN LIEU OF (2 SHOWN )
80 ROTUNDA AND ENTRY ELEG- ADD ( I)
RECE55 CAN, IN LIEU OF SURFACE MOUNT
FIXTURE
Q) REAR PORCH ELEG- ADD ( 1) SURFACE
MOUNT L16HT FIXTURE IN LIEU OF (2 ) 5HOAN
AND ADD (2) G.F.O. LOCATIONS
10) KITCHEN ELEG- ADD ( 4) RECESS CAN
L16HT FIXTURES IN LIEU OF FLUOR.
5HOWN
1/8/00 CHANGE NAME FROM 1823 TO Iei71
4/4/00 -'B' W/ STONE / 'D' ( OLD '5')
II) 2002 CODE CHAN&E5
6/24/05 - MONTA REVISIONS
REPRAW NOTES:
I.. DOOR ® MA5TER BEDROOM / BATH
2. EXTRA 5HAR HEAD 0 MASTER ,BATH
DESIGN REQUIREMENTS
1. DESIGN LIVE LOADS ( MINIMUM )
A) FLOORS - 40 PSF
B) BALCONIES - 40 PSF
C) DECKS - 40 PSF
D) STAIRS - 40 PSF
E) ROOFS - 20 PSF
THIS STRUCTURE IS DESIGNED TO WITHSTAND
120 MPH WINDS PER THE FLORIDA BUILDING
CODE 2001 EDITION CHAPTER 16
(REF. ASCE-7-98) AND IS CERTIFIED AS SUCH.
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REV. 6/24/05
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CHECKED BY:
DATE: 10/95/03
FILE NAME: 023COV
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T.O.M. 245
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VAULT SLOPE CLG 1=
1 �n 5,-8„ $ I 5, 8„
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25 5H 25 5N
+ 25.5 + 25.5
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■ WALL TOP • 8'-rD' ARCH- b
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-0 TO 9'-ID" 9 -4„
WALL TO — ?� CLG.
CLG.
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CLG. CLG.
THIS STRUCTURE IS DESIGNED TO WITHSTAND
S ,PER THE FLORIDADING RIDA B
120 MPH WIND O U
CODE 2001 EDITION CHAPTER 16
_ (REF. ASCE-7-98) AND IS CERTIFIED AS -SUCH.
tv
MIN I
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WINDOW /
DOOR TYPE
+
Q BEDROOM 2
11'-0"x10'-2"
~ 9'-4" FLAT CLG.
I1'-411 •
a BEDROOM J
Q 0 11'-0"x10'-0"
9'-4" FLAT CLG.
g 11'-rD°
,
17Ff-T� I INSULATE
DINING I —
uua LLnIBJJ WALLS
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12'-0"x11'-6"
_
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81-6,11 3'-6" 61-51'
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W/ OPT. PULL -DOWN STAIRS
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UPSET AM ABO tll
2-2' X °ABOVE G. tQ
GARAGE a
18'-8"x22'-0"
8'-0" PLT. HT. N
2 -26 5H I'-4" 4'-6" M O. t1 u
LINE OF GARAGE DOOR IN OPEN POSITION
r_ _.---------•------ ----I
+ 23.5
T.Om. q 1
3ID.6 12'-0" Q 9 Q
CLG. °o Qi
HD. AT 8'-V. APP.
- a
TAM = —�
'0 X6'8 DR.
/ 12" 5.L ITE
+ 24.-1
- 26.9
F.G. A50VE
+ 25fo
16'0X-1'0
OND
+ 22
- 242
8'-sa" TAM. Q I I
iv 81_0Y
111_0n 2i_0u 61_An Sul
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LIVING 1971 51;
GARAGE 453 SF.
LANAI 176 SF.
ENTRY 40 9r.
TOTAL SQ. FT. 264m 5F:
(2) •3'e
0
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A
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130" X 42" X 4�
PAD
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FLOOR PLAN
SCALE: I/4" • 1'-D°
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N
25 SH
+ 25.5
- 2-1.1
25 51-1
+ 25.5
REV. 6 /2 4/03
DRAWN BY:
CHECKED BY:
DATE: 10/8/03
FILE NAME: 1823FP
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6" M�YfV-D II
BANDING
CEMENTITIOUO
FINISH
5�14 FLOOR LINE
Q 15-W MOW150IV HOMED, INC. GRAPE 1 PLANS DRAUN BY DAVIS of BEWS DESIGN GROUP, INC.
fASSIA"f1=D� BAND FINISH
ALL SCORED" SANDING 10 TO BE
FRONT ELEVATION V
11 iQVl:E I SCALE: 1/4" . I'-011
NOTE:
WHEN STANDARD OR OPTIONAL
FIREPLACE IS TO BE INSTALLED
THE CHIMNEY MUST BE V-0" HIGHER
THAN THE ROOF OR RIDGE THAT IS
10'-0" AWAY OR CLOSER
�c EMERC5ENCY EGRESS
ONE BASH OF THI5 GROUP MUST BE
EQUIPPED WITH EMER45NICY EGRE55
HARDWARE TO COMPLY WITH GOVEi;11NG
FIRE AND BUILDIWj CODES
(VERIFY W/ TRUSS MANUF)
SEcTI oN A
SCALE: 1/8" , 11-011
THIS STRUCTURE IS DESIGNED TO WITHSTAND
120 MPH WINDS PER THE FLORIDA BUILDING
CODE 2001 EDITION CHAPTER 16
(REF. ASCE-7-98) AND IS CERTIFIED AS SUCH.
12
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FINISH `t - L j� / -
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FINEMENTITIoue in �, L GEMENTITIOUB �
/ISH I cA FINISH 7
FINISH FLOOR LINE `— — T FINISH FLOOR LINE
.Y Y, �".��+ Ili 1Y(\I� ..
:i 1 11 GRADE LINE _ f�G 1YfV\
GRADE LINE
STONE ��li
ONE 2'
` fAeStlMl=D1 fA80lT1ED) 07 GRADE L NE
LOWER l OWE ASH A881.MED)
2 -0
RIGHT ELEVATION
SCALE:1/8" = 1'-011
REV. 11/19/99
DRAWN E3Y:
GHEGKED BY:
DATE: 10/&/03
FILE NAME: 1823EVE3
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LINE OF GARAGE DOOR IN OPEN POSITION
— — — — — — — — —
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CO`C44
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REV. 11/19/99
DRALI N Bl':
CHECKED BY:
DATE: 1 D/8/03
FILE NAME: 1823ELC
5EMENCE No. 7
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NR'
NR
NR
NR
NR
NR
NR
310
530
950
1400
1800
2200
2600
19'-•4'(232')PRESTRESSED
r
N.R.
NR'
NR
NR
NR
NR
NR
NR
240,
400`
750
1000
1400
1720
2030
21'-4'(256')PRESTRESS, ED
N.R.
NR
NR
NR
NR
NR
NR
NR,.
183
,330 <
610
940
1340
1700
2110
22'-0'(964')PRESTRESSE1
N,R.
NR
NR
NR
NR
NR
NR
NR
160`
`.300
570
B70
1250
1660
1970
24'-O'(280')PRESTRESSED
N.R. -
.. NR' •
.' -NR
NR
NR
NR
NR
NR
:130
1 :240
470
1 720
1 1030
1 1350
1 1610
+
8" "PRECAST,:&; PRESTRESSED U-LINTELS
,
:UPLIFT
LATERAL
TY. PE
LENGTH
8F8-1T
BF12-1T
BF16-IT
BF20-IT
BF24-IT
BF2@-IT
BF32-IT
8U8
$F8
BFB-2T
8F12-2T
BF16-2T
F20-2i
F24-2
BF28-2
F32-2
2'-10'C34'> PRECAST
2727
2878
4101
5332
6569
7011
9055
2021
2021
2727
2704
39BI
5190
6407
7630
0857
3'-6' (424) PRECAST
2165
2289
3260
4237
5219
,6204
7192
1257
1257
2165
2215 -
3165
4125
5091•
6061'
7036 '
41-0' (4.8`) PRECAST
IB7B
1999
1,2832
3680
1 4532
5387
6245
938
938
1870
1925.
V7 0
3503
4422
5264
6110
4'-6' C54') PRECAST,,,1660
1762
2507 "
.32W
_4010 ;
4767
5525
727
727
.1660
1705;
2435
3171
'3913
4650
5406
5'-4' (64-) PRECAST
1393m
1484
2110
2741
3375
4010
4640
505
505
1393
1437
2050
2670.
3293
3920
4549
5'-10'C70'> PRECAST
1272*
1357
1930
2505
3084
3665
4247
418
418
1272
1315"
1075
2441
3010
3583
4157
6'-6' (78') PRECAST
1141m
1200
1733
e250
2769
3290-
3812
707
a87
1141
1182
'1604
2192'
2703
3216
3732
7`-6' C90') PRECAST
9590
912,
1475
1914
2354
2797
3240
591
657
990
1029
1466
1907
2351
2797
3245
9'-4' C112')PRECAST
801M
612 .
- 980
1269
1560
1852
2144
454
630
801
755
1192
1550,
1910,
2271
2634
10'-6'<126') PRECAST
716-
490
793
1027
1261
1496
1731
396
493
716
611 '
1039
1389
1711
P-034
2358
iv-4'<136') PRECAST
666m
439
696
899
.1104
1309
1515
363
556
666
535
'905
1295
1595
1B96
2198
12'-0'C144') PRECAST
607x
400
631
816
1001
1106
1372
340
494
631
486
r BIB`
1209
1514
1799
2086
13'-41C160') PRECAST
500x
.340,
532
606
841
997
1153
3Q2
398.
573.•
409
6B2
1004
1367
1637
1897
14'-O'(168') PRECAST
4589
316
493
635
778
922
1065
286
360
54B
378
629
922
1254
1567-
1816
14'-B'(176')PRESTRESSED
243
295
459
591
724
857;
990
N,R,
357
243
352
582
852
1156
1491
1742,
15'-4'(18.4')PRESTRESSED
228
270
430
553
677
801
925
N.R,
327
228
329,
542
791
1072
1381
1676
17'-4'(208')PRE STRESSED
1BB
236
361
464
567
670.
774
N.R.
255
188
276 :
449
649,
874
1121
1389
19'-4'<23P_')PRESTRESSED
165
207.
,'313;
401
1 490
578
.667
N.R.
204
165
239
1 '303
550
736
940
1160
21'-4'(256')PRESTRESSED
145
186
278
356
433
512
590
N.R.
172
142
212
336
477;
.635
8Q7
993
22'-O'(264')PRESTRESSED
140
100
260
343
418
.493
568
N.R,
161
137
205 .
322
457
607
771
947
24'-0K28B')PRESTRESSED
127
165
24.4
312
380
447
515
N.R.
135
124
186+•
290 _
408
538
680
833
^ "1"� i LINTEL SCHEDULE
LINTEL
NO,
LENGTHd
BF16-1B/1T
TYPE
k
COMMENTS
L 1
51-8'
8F16-1B/1T
, A
L 2
9'-8'
8F16-1B/1T
L 3
7'-B'
8F16-1B/1T
L 4
8'-0'
BF16-1B/1T
L; 5
22'-0'
8F16-1B/1T
PRESTRESSED
L 6
4`- 6`
8F16-OB/1T
L 7
4'-6'
8F16-0B/1T
8
5'-8'
8F16-0B/1T
L 9
4'-6'
8F16-0B/1T
L 10
4'-6'
8F16-0B/1T
L 11
3'-10'
8F16-0B/1T
2' RECESS
L 12
17'-4'
8F16-1B/1T
PRESTRESSED
L 13
5'-4'
8F8-0B/1T
2' RECESS
L 14
7'-8'
8F16-1B/1T
L 15
7'-8'
8F16-1B/1T
L 16
7'-8'
8F16-1B/1T
�t
0
�o
8U8 8F8-0B/1T 8F8-1B/1T e
9
AP
r
• • •
8F16-0B/1T 8F16-1B/1T
::•;
i
16
41
�4 r�
® • • • • • ® •
8F12-1B/1T 8F20-1B/1T 8F24-1B/1T 8F24-1B/2T
#5 REBAR AT TOP
MIN. (1) REQ'D
XREDUCE VALUE BY 25% FGR GRADE 40 F1ELD REBAR .°'•- 1-1/2' CLEAR
a
$" PRECAST wj z RECESS DOOR U-LINTELS
TYPE DESIGNATION ¢ = C.M.U.
GRAVITY
LENGTH TYPE
BRU6
8RF6700
BRF10-0B
9RF14-0B
8RF1@-0B
BRF22-0
RF26-0
BRF30-0
BRF6-ID
BRF,IO-13
ORF14-IB
ORF18-ID
BRF22-1
ORF26-IB
ORF30-1
4'-4' <52'Y PRECAST
1489
1591
3053
2982
1 3954
4929
5904
6880
1827
3412
4962
. 6472
7947
9416
10878
4'-6' <54') PRECAST
1357
1449'
2782
2714
3600
4487
5375
6264
1702
3412
4982
6472
1 7947
9416
10878
5'-8' MY) PRECAST
785
832
1602
1550
2058
2566
1 3075
3505
153'
'2162
4074`
6472
6516
1 5814
6839
5'-10' (70') PRECAST
735
779
1500
.1449
1924
2400
1 2876
3352
1103
2051
3811
6472
6516
1 5450
6411
6'-8' (80') PRECAST
822
907.,
1677
2933
2576
3223
3872
4522
907
1677-
29331
4100
6730
8177
6707
7'-6` (90') PRECAST
665
761
1377
2252
1958
2451
2944
3439
764
1377
2329
3609
5492
6624
5132
U16')PRFCAST
'
371
420
834
' 1253
1071
1342
1614
1886
•535
928
1497
2179
2618
3595 1
2875
F = FILLED WITH GROUT / U = UNFILLED 60
F FQUANTITY OF #5 REBAR AT Ian z
BOTTOM OF LINTEL CAVITY a GROUT
.. Z y • Q F 1 0_ 1 D / 1 T z 45 REBAR AT BOTTOM
C� j� j• I `-' 0 OF LINTEL CAVITY
NOMINAL WIDTH BOTTOM REINFORCING
NOMINAL HEIGHT L REBAR AT O OP 5 7-5/8'ACTUA PROVIDEDARIES) LINTEL
B' NOMINAL WIDTH
0
,
n
8"' PRECAST ;W 2" ,RECESS DOOR .U-LINTELS
c�I1fh
U P L.I FT
LATERAL
TYPE
LENGTH
806-1T
BRF10-IT
ORF14-1T
ORFIO-IT
BRF22-1
ORF26-1
ORF30-11
8RU6
@RF6 .
8RF6-2T
BRFLO-4T
BRF14-2
8RFIB-2
RF22-2
F26 8R-2
BRF3.0-2
4'-4'. <5is) PRECAST
1244
1573
2413
3260
4112
4967K43
932
932
1244..1.519-
,2339
3170
4000
4850;
4'-6' C54,') PRECAST
1192
.15Q7
2311
3121
3937
4756853-
853
1192
1455
2240
3036.
3837
4643924x
(68') PRECASJ ,,
1172
1795'
2423
3055
36895'-a`
501 ..
501
q24'
. 1132
1741
2357
2978
36103'
5'-10!<70'). PRECAST :,•
U969
1138
1742
2358.:,2965,
3581,:
4198
469'
469
, 896.
1099
1fi90.
2288
.2891
3497
4106
6'-8' <80`) PRECAST
778 '
882
1513
2042
2573
3107
3642,
030
1100
778
956'
1468
1987i,
;2509.
'3035,
-3563
7'-6' <9V) PRECAST. -
688
697;
1325.
1810
2280;
2753
3227
710
941
698
849`
"1302:
1762'
2225,
2690
3157
9' -8' Cll6.')PRECAST ;�
533x
431
600
1123 :
1413
1704 ;
1995;
516 '
614
533,•
'S27<'
=1009
1369-
1728'
ROBB
2450
L 6
L 7
.�—-_T___._—_T__.__--__
— _,_ _.............�........... _ ..........................
L 5 15=290 G=180
:::::.:::::::::::::::::::.
G=180
U-215 U=79
U= 79
M G=415
U= 17
2 .�
4
G=797
L
:: U=438
L 1
fl
L 2
G=0
U=0
MATERIALS
1. f'c precast llntets = 3500 psl,
2. f'c prestressed llntets = 6000 psi.
3, f'c grout = 3000 psi w/ maximum 3/8' aggregate,
4. Concrete Masonry units (CMU) per ASTM C90 w/
minimum net area compressive strength = 1900 psi,
5. Rebar provided In precast lintel per ASTM A615 GR60.
Field rebar per ASTM A615 GR40 or GR60,
6,Prestressing strand per ASTM A416 grade
270 low relaxation,
7. 7/32 wire per ASTM A510,
B.Mortar per ASTM C270 type M or S.
G=780
U=370
L 15
GENERAL NOTES
15=780
1. Provide full mortar head and bed ,Joints.
U -
2. Shore fltled llntets as required.
3. Installation of lintel must comply with the architectural and/or structural drawings.
15=780
4. Lintels are manufactured with 5-1/2' long notches at the ends to accommodate
U=370
vertical cell reinforcing and, grouting,
5, All tintels meet or exceed L/360 verticat deflection, except llntets 17'-4' and
Longer with a nominal height of 8' meet or exceed L/180.
6. Bottom field added rebar to be located at the bottom of the lintel cavity.
7. 7/32' diameter wire stirrups are welded to the bottom steel for mechanical anchorage.
8, Cast -In -place concrete may be provided In composite lintel In lieu of concrete masonry units,
9. Safe load ratings based on rational design analysis per ACI 318 and ACI 530
SAFE LOAD TABLE NOTES
I. All values based on minimum 4' bearing. Exception, Safe loads for unfitted
tintels must be reduced by 20% If bearing length Is less than 6-1/2'.
Safe loads for all recessed lintels based on 8' nominal bearing,
2. N.R. = Not Rated;
3. Safe loads are total superimposed allowable load on the section specified.
4. Safe loads based on grade 40 or grade 60 field rebar,
5. Additional lateral toad capacity can be obtained by the designer by providing
addlonat reinforced masonry above the precast (Intel.
6. One #7 rebar may be substituted for two #5 rebars In 8' lintels only.
7. The designer may evaluate concentrated loads from the safe load tables by
calculating the maximum resisting moment and shear at d-away from the face of support.
8, For composite (Intel heights not shown, use safe load from next tower height.
9, All safe toads In units of pounds per linear foot.
THIS STRUCTURE IS DESIGNED TO WITHSTAND
120 MPH WINDS PER THE FLORIDA BUILDING
G-405
CODE 2001 EDITION CHAPTER 16
-
U-205
(REF. ASCE-7-98) AND IS CERTIFIED AS SUCH.
L 16
G=780
U=370
L 13 ABOVE DOOR /
OPEN ABOVE F.G, W/
UPSET BM, ABOVE
G=0
U=0
't
t11�
G=290
L 14
U=215
�.
N
QJ
iv
L 12
......................................... .
:::::.
811
.................................
U=215
,t
L 9
L 10
L INTEI ELAN
SCALE: 1/4" . I'-0"
fRE V. 11/19/99
DRAWN BY:
CHECKED BY:
DATE: 10/8/03
FILE NAME: 1523LNL
rn
q
;41 p�,
�M
0
0z
Sa
m�
i�
Rio
'a s
z� �n
J ej
O v
ej
00
000
z�
�U N
4
OR
W
x
H
SEQUENCE NO.
SHEET NO.
H
w
z
W
LN
I!1 DRYWALL----� V', `- ---- ALUM. DRIP EDGE DENSITY AND I I ... :. • . ' ; k I I%'
; o i .rli GARAGE DOOR I/2tD #5 CORNER BARTERMITE TREa-oil
ix2 PT NAILER GROUTED CELL
VENTED ALUM. 50FFI7
- 5"x16" CONC. FTG.
W/ (2) 05'S CONT.
WHERE 2ND STORY OCCURS * I •�-
TYP. SINGLE TIE -BEAM ON CHAIRS. T�F. c0R E R VE R I .
FTG SHALL BE IQ x 20
W/ (I) 05 CONT. GROUT g
Ntv1L=�� 1# 5 BAR GONT.
SOLID
--
1
1
WINDOW PER WINDOW NOTES: i
SCHEDULE WINDOW AND DOOR ASSEMBLIES TO CONFORM - ----------------
To FBC 2001 CHAPTER 11 SECTION 1101.4 '
r ALL CONNECTIONS BY OTHERS SHALL BE
CAPABLE OF RESISTING -35 PBF/+26 P6F
A
2X PT 5UCKS/NAILER6 SHALL EXTEND BEYOND
INTERIOR FACE OF WINDOW, FASTEN
I1
I
2x4 BLOCKS, (2) ibd NAILS ® EA.
END. BLOCK ADJACENT BAYS 0 EA.
DIAGONAL AS SHOWN. FASTEN ROOF
SHEATHING TO BLOCKS w/5d NAILS
*+6"O.G.
(5) Ibd NAILS
BRACE TO
BLOCKING
PROVIDE 2x4 BRACE TO
EA. ADJ. DIAGONAL FASTEN
TO DIAGONAL w/(2) Ibd
NAILS.
GABLE BRACING 0 45" O.G.
MAX. 45' FROM HORIZONTAL
10') BRACING NOT REQ.ID
WITHIN V-0" OF EAVES
PT 2X8 PLT., CANT. FOR CLG.
NAILING SURFACE
PROVIDE Ibd NAILS GABLE END
TRU88 TO PLT.s12" O.C. MAX. --
BUCK TO MASONRY W/1/4 X3 tAPCONS
PRECAST CONC. 6" FROM EDGES AND 16" O.C. MAX. POURED CELL YJ/i #5 BAR j�,�
SILL TYP. ALL CONT. FROM BEAM TO C I I u WALL G A L
U1INDOWS EXTERIOR FINISH (GEE ELEVATIONS) BUCKS LESS THAN 2X TO BE FASTENED FOOTING.
„ CONC. SLAB W/CUT NAILS OR EQUIVALENT, STRUCTURAL
4 I I' -_VERT REINF. BEYOND CONNECTION OF WINDOW TO .STRUCTURE
7 PER 6HT 'Al 11 S T E F DOWN `C' I E 5 E AM NTs
�1 .: I i gY nru�s�.c, .IN rule, r-e�,�
15 �__ ^., I = m I C.J M L-1 CJ U m WALL PLANK.".
, FO1�1�;� I� S f � �.. S NTs
I" EDGE 1 1/2" EDGE-) 2 1/2" EDGE -)APPROVED MOISTURE BARRIER
NOT LE56 THAN NO. 15 FELT
OR KRAFT WATER PROOF COVERING
10dX3" MIN. 26 GA. GALV. STEEL
Q COMMON X (� X CONT. FLASHING
u1 1 1/2"
I/4" STRIHPS OR BECINTETO RLOCKING SAND A
COMM WITH ASTM D 255 OR ASTM D 3462 CONFORM
COMMON—
10dX3" X '
CONT.2X4
-2X41S a 24" OC.
REFER TO PLANS FOR
EXACT SIZE OF O.H.
PRE-ENGINEERED GABLE
END TRUSS
GABLE END SHEATHING
FASTEN PER PLAN.
SPLICE AS REQ'D.
SIMPSON HG4*EA.
BRACE TO PLT.
1/2" J-BOLTS WNIASHERB(MIK 6"
EMBED) MIN. 6" FROM EA. END AND
32" O.C. MAX.
LBTA-12024" O.C. SOT. OF PLT. TO
GABLE TRUSS, ATTACH STRAP TO PLT.
BEFORE PLT. 18 INSTALLED
TIE BEAM COURSE '
W/(l)'5 CONT.
CMU WALL
BELOW
NI) W/FLAT GLIG, NTS
2x4 BLOCKS, (2) 16d NAILS s EA.
END. BLOCK ADJACENT BAYS e EA.
DIAGONAL AS SHOWN. FASTEN ROOF
SHEATHING TO BLOCKS w/Sd NAILS
s I&I, O.C.
(5) 16d NAILS
OUTLOOKERS
TO TRUSS.
PROVIDE 2x4 BRACE TO
EA. ADJ. DIAGONAL FASTEN
TO DIAGONAL w/(2) Ibd
NAILS. '
GABLE BRACING is 48"
O.G. MAX. 45' FROM
HORIZONTAL (+/- 10') —
61MP50N H-10
D IAGONALTO
TOP PLT.
COMMON z 2 (:: ,AE3L.E .END,@F1_AT GE IL. INGI:
OPP. SIDE 4 C E3AL. L- OOil FRAMED WALL)
Q N PLANTHING P
I0dX3" iz
COMMON
X OFF. 51DE ASTTM D 2 6 YPE1, R A&TTMM WITH
4869
" WINDOW/DOOR BEAUTY SHINGLE D ROOF PL. tY
PE I.
MANUFACTURER (2)2X4'e (2)2X6'e (2)2XVa W/ MASTIC OVER FLA HI
NOTE: ARGNLESS WINDOWS SIMILAR — STUD2X E3UIL
AFPC� WINDOW II/2 i�=1 '-o
ii
COS�MN DETAILS
LPENrs PROVIDE STEDRIGA.
H<'.,4MING DETAI1_.
SP2 TOP t SPi BOTTOM
EACH STUD, 2" X 4°
5TUD5 m 16" O.G.
lux' l
(2) 1(od NAILS
OUTLOOKER5
TO TRUSS.
CONT. 2X4
2X418 ® 24" O.G.
REFER TO PLANS FOR
EXACT BIZE GP O.H.
H-10 6 EA. TRUSS
GABLE END SHEATHING
FASTEN PER PLAN.
6IMP60N HGA-10 m
48" O.C.
DBL. 2x4 TOP PLT.
2 X 4'5 tv 16" O.C.
FASTEN SIDE WALL
SHEATHING PER PLAN.
REV.:12/"1/02
DRAWN BY:
CHECKED BY:
DATE: 10/8/05
FILE NAME: 1&23DT1
a
NAILING
S'+.7
0
ZMnnO �.
O � M
2 rn
Sc �IE n U1_. E
FOR WALLS AND ROOFS
ROOF: WITHIN 4' 0�'!: O7; ALL EAVES, GABLE6,RIDGESAND NIPS: NAIL 6" O.C.
ON EDGES AND l.N7E,RI"(EDIATE SUPPORTS ON EACH PANEL:
ALL OTHER AREAS SHALL BE NAILED 6" O.G. AT THE EDGE AND 12" O.C.
IN THE INTERIOR OF THE PANEL. NAIL SHEATHING AT 4" O.C. INTO ALL
GABLE END TRUSS -TOP CHORDS.
''. iSIDEWALL/ GABLE ENDS: ALL SHEATHING FOR 51DEWALL8 AND GABLE
'�':' ;END WALLS SHALL BE NAILED 6" O.C. AT THE EDGES AND 12" O.C.
. � At INTERMEDIATE SUPPORTS. FULL DEPTH BLOCKING SHALL BE
PLACED AT ALL SHEATHING JOINTS NOT OCCURING AT PLATES.
NAILS: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE
8d, COMMON,RING OF SPIRAL SHANK, OR HOT PIPPED
GALVANIZED, NAND OR GUN DRIVEN NAILS. FOR GUN DRIVEN
NAILS, THE HEAD AND SHANK SHALL BE THE SAME AS
FOR NAND DRIVEN NAILS.
THIS STRUCTURE IS DESIGNED TO WITHSTAND
120 MPH WINDS PER THE FLORIDA BUILDING
CODE 2001 EDITION CHAPTER 16
(REF. ASCE-7-98) AND IS CERTIFIED AS SUCH."T
[DETAIL
PLAN:
,2X4 GYP 6TUD6 624" OG.
MT612 FROM STUD TO
TRU66 ( EACH 6TUD
-CUT 085 BACK 4"
ANCHOR PER
TRU88 LAYOUT
DETAIL 5TAC<E1 ARCH WINDOW Fr<A"IING
LJ 8" GMU 4 SECTION '@ R,AISED
ENTRY OVERI=R,4MING
1/2 ROUND OR ELIPTICAL WINDOW
SCALE: 3/4" 1'-0"
w/ PRECAST BETWEEN OPENINGS
'
--=COURS W1 BLOCK
COURSE W/ ll) +'5 TOP
DETAIL ®
F-NTRY f<NEENALLA
�"—`HURRICANE
CLIPS OR
TRUS
4
HALF BLOCK. COURSE
M55 ANCHOR5 - 5EE
R- I 4
O
SIMPSON SPI OR 6P4
ANCHOR SCHEDULE
-
_
N
4 a
TOP PLATES TO STUD
Q
a
(I) S BAR (AS REQ'D)
CONNECTION AT 16" O.C.
5TRAP TOP PLATE, HEADER
(LINE UP WITH FASTENER
GRIPPLE5 T06ETHER W/
=PRECAST CONCRETE
AT BOTTOM)
L75A 12 MIN. U.N.O.
2" X 8" LEDGER W/
LINTEL
(4) 16 G1 NAIL5 PER
STUD
_
2x4 5TUDS ® 16" O.G.
;b4 ai'
#2 (OR BETTER) 5YP OR 5PF
MID SPAN BLOCKING
BETWEEN EA. STUD
sP2 TOP 4 SPI BOTTOM
\"N x 1" W06E ANCHORS
EACH STUD , 2" X 4"
w 32° O.G. MAX, U.N.O.
\° 6YP. BOARD
STUDS 16" o.c.
IMPsoN 5P1 OR 6104
I/2" DIAM. X 10" THR7. ROD 5ET
URR HICANE GL P5 ®Ib" D.G.
2 X 6 X 12 P.T. OF OPENING
W/ 51MPSON "SET" EPDXY
I/�" X 2"'
A/
2x4 P.T. PLATE
MAX.U.N.G.
MASHERS C�2"'
O.G. is
In"'
GYP BD EA SIDE
ENT UC
CENTER B K
611- FR OM ENDS11
OF 2x4'S o' 16" O.C. REFER TO FOUNDATION
„
PLAN FOR FOOTIN6 SIZE,
1/2" DIA. A.B. AND LOCATION
32" O.C. o
II 1 INT. LOAD �"
te-y'' r J•i;. ti,2s]' }�!Y•:r y J z y 1•t•:s J `�. i•� I~ R (1 `4 WALL 1/L.11 1 1 ®I 13/8 D IA. ANCHOR
.pAe�sJ'C•tvr'7.iAT•,l..rr M1Y�"%'HLJ•GS• Nr•t}• ti`tr'l!•t +Slf .✓C•ffr,tis�ti;i S'f'LjlYi3••!{t.
• 5*�'tihJ •.S.t :A v,J.irtti_r.ri•lr .t Srx'zi�. ' +.ti'+'UJ `: i'�. yet., ,s:?trT„w: �. {^r •`Sl,.,•.ti'it:::.e
: `•'.+i!.,,tl• fig
_ RC OOTINGc 5EE
t` � ' i•
2 X 4 P.T. TOP BUCK FOUNDATION �HLFE
�_ r"i ij.fv`ti�:rr G�Fi.�d«• — — ' I—T..LT
�ay;4� t:M#'ti=s 3+
-1I I --III aT� • �''} y'�r::y¢;J �
2 X 6 P.T. BUCK EACH
TTj r 51DE OF OPENING
(2) +'S'S CONT. ,—TTT DETAIL. @ L E D G E R
W/ 3" MIN. CLEAR 3/5" DIA. J-BOLT W1 5-1/2" EMBEDMENT
o AT EACH DOOR BRACKET, EACH SIDE OF
DOOR PROVIDE 1-1/2" X 3/16" THICK
WASHER W/ EACH ANCHOR
IN-C', 5EARING; WALL 1/211=11-olI
5TOR1' 1^T(5.
s t
START BOLTS AFTER
GARAGE CURB
I,a E3UC:K DETAIL. NTs
Q�
20A 2"X8" SYP RIDGE BOARD
0'rT� NOM. 8" KNOCK -OUT _ pip CI)"5 CONT. IN TIE
$� - E- 2"X(o" NO2 SYP COLLAR TIE
IR BLOCK �+ BEAM COARSE
211X6" SYP RAFTER a24" O.C.
P�� h (3) 16d COMMON TOE NAILS
I •f- ,.,- er- PROVIDE HANGERS TO HOLD _ _._ _
5GALE: 1/2 " = I'-0"
ZU55
-20
(1) 05 BAR IN TIE BEAM
(I—=
---
— —
— --
---
---
--
II�-=-------------------
II
(1) 05 BAR IN PRECAST LINTEL
(2) 05's VERT. IN GROUT
FILLED CELL
(2) 15 VERT. IN GROUT
FILLED CELL
(PER PLAN)
ENTIRE COLUMN TO
BE GROUT FILLED
II I
II
II
I I
II
I
I
II
II
II I
NOTE:
ALL HOOKS AND SPLICES TO BE
CONSTRUCTED AND SIZED PER NOTES
VERT. r
AT C_iARAr_iP
THIS STRUCTURE IS DESIGNED TO WITHSTAND
120 MPH WINDS PER THE FLORIDA BUILDING
CODE 2001 EDITION CHAPTER 16
(REF. ASCE-7-98) AND IS CERTIFIED AS SUCH.
REV.: 2/2-1/02
DRANN BY:
CHECKED F3Y:
DATE: 10/8/05
FILE NAME: 1823DT2
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SHEET NO.
DETAIL