00-0045-029 i
0
ROOF PLYWOOD 5/S'(19/32')APA m n�))
RATED SHEATHING STAGGERED PANEL
JOINTS. NAILS 10D a 6'O.C.TYP. ISSUANCE` FOR
C.
(2)16d NAILS EACH ENDS
El BIDDING SET ONLY
(2)16d NAILS EACH MEMBE ❑CONSTRUCTION SET ONLY
❑BUILDING PERMIT SET ONLY
ZVZl
O tF REV1
BEAM SCHEDULE 2 x 4 CONT.LATERAL WOOD BRAC a REV2
NAILED TO BOTTOM CHORD MAXIMUM
TYPE SIZE TOP OF REINFORCMENT REMARKS V SPACING AND A5 REQUIRED
_ •-- I
t I t t I t I I I I t I t t t I t
-- --i
I rt tI I I I I I I I I I I I I I I I
BI Y I I I I I I I I I I I I I I I I I I-T_R-SS
I I I-1fiI I I I I I I I I I I I I I I I I I I I I
-- -_-_-II I IIIIIIIIIIIIIII 1II1I1 I I I I I I I I I I I I I L I I 1 I 1 1
L-I I I I I1 1 I I I I 1 I I I I
-_-
-
-
I m~pU-I
r
II1I1II 3 lI I 1 I 1�I 1-IL 1
•5 I'I I 1 I I 1 I I
5 I
-
11
5_
I
Ro z o�EIrw��V.V�.TS
W D T.B. ELEV. TOP BOTT. INT. TIES ANCHOR LEGEND MAUFACTUKR a V-0'O.0(TYP) 2'X4'TOP CHOW
BLOCKNG(SEE PLAN)
8B-1 16" + 11'-2" 2 #5 2 #6 #3 TIES @ 6 O.C.
B-10 8" 24" + 11 -2" 2 #5 2 #6 2 #5 #3 TIES @ 6 O.C. HUGHES DTC STRAP W/ 4-10d TO SEAT AND
B-2 8" 32" + 9'-2 2 #5 2 #6 2 #5 #3 TIES @ 8" O.C. 9-10d TO TRUSS - CAPACITY = 1365) 5' CLEAR(COORDINATE W/TRUSS MANUB.)
B-3 8" 16" + 14'-0" 2 #5 2 #6 #3 TIES @ 12" O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. CUSTOM GIRDER TRUSS ANCHORAGE
B-4 (SEE DETAIL 3 s. . . . . j
B-5 8" 16" + 14'-0" 2 #5 2 #6 #3 TIES ® 12" O.C. CUSTOM BUCKET DETAIL &THIS SHEET) 3 MEMBER .
•j
A F1 F�����
-
�W IX�
M�aH�H Q wSEA,'�j N�A
�I L
HERE
CAPACITY GIRDER TRUSS
RB 8" 12" VARIES 2 #5 2 #5 #3 TIES 0 12" O.C, PROVIDE 2 #5 DIAG. BARS AT EA. DIRECTION GRAVITY= 17.0 K
TB 8" 12" 11'-2" 2 #5 2 #5 4 #3 TES @ 12" O.0 ENDS & COLM. BAL ® 48" O.0 UPLIFT=7.83K STEEL PLATE ToF VIEW
TB-1 8" 12" 10'-0" 2 #5 2 #5 4 #3 TIES @ 12" O.0 ENDS & COLM. BAL Q 48" O.0 HUGHES TA16 W/ 6 10d NAILS
Li
UPLIFT CAPACITY=1002 #
TB-2 8" 16" 14'-0" 2 5 2 6 4 3 TIES @ 12" O.0 ENDS & COLM. BAL @ 48" O.0 FCT366 ® (3) 3/4' THRU BOLTS (4) 3/4" DIA. x 5" EMBEDDED PRE'FAB WOOD EGINEERED
'- " TIES 12" O.0 ENDS & COLM. BAL ® 48" O.0 I C = # ` p TB-3 8" 16" 92 2 #5 2 #6 4 #3 (OVERLAP a SPLICES)
PL 8" 8" VARIES PRECAST CONC. LINTEL. EXTEND 8" MIN. EA. SIDE OF OPENING. 5L®CKING DETAIL
° m ROOF NOTES: - 111/2' CLEAR 12 00
1. TRUSS MANUFACTURER SHALL SUBMIT DRAWINGS FOR 12. EXTEND THE MAIN ROOF SHEATHING UNDERNEATH THE
ENGINEER REVIEW PRIOR TO FABRICATION VALLEY SET TRUSSES, ALSO ANCHOR EACH END OF THE 0
VALLEY SET TRUSSES TO THE MAIN ROOF TRUSSES.
2, HATCHED AREAS DENOTES VOLUME CEILING. 13. ALL BEARING WALL OPENINGS SHALL HAVE TYP. 12" 5" o
I I T I I I 3. G.T. DENOTES GIRDER TRUSS BY MANUFACTURER (2) 2 X 12 HEADERS (TYPICAL UNLESS NOTED) SEAT
WITH 19/32" PLYWOOD IN BETWEEN. 150 t r C FR/ NT VIEW 51 D E VIE W
4. TRUSS MANUFACTURER SHALL VERIFY ALL KNEE HEIGHTS 14. ROOF PLYWOOD 5/8" (19/32") APA 11/4' STEEL PLATE TOP BOTTOM
5. REFER TO TRUSS MANUFACTURER ENGINEERING DRAWINGS RATED SHEATHING STAGGERED PANEL 60' SQUABS
FOR ALL ROOF TRUSSES REQUIRED TEMPORARY AND JOINTS. NAILS 10D @ 6" O.C. TYP.
PERMANENT BRACING, GABLE END BRACING, DETAILS, DETAIL "All SCALE: 1-1/2 =1 -0
AND REQUIRED GRAVITY BRACING. ALSO REFER TO NOTE:PRO PLYWOOD AT
WIND BRACING PLAN PREPARED BY STRUCTURAL UNDER SIDE OF TR USSES
ENGINEER AS PART OF THIS SET OF DWGS. W/ 8D @ 6" O.0 (TYP)
6. ALL BRACING TO BE 2 X 4 HEM-FIR OR EQUAL WITH A SECTION
MINIMUM FIBER STRESS OF 1,000 P.S.I., NAILED TO EACH 15. TRUSS MANUFACTURER SHALL PROVIDE
AND ENGINEER ALL WOOD TO WOOD INTERSECTING TRUSS MEMBER WITH 2-16D NAILS MINIMUM CONNECTIONS. RT=2.0 K
7. PROVIDE METAL HI-HATS AT 16" O.C. ATTACHED TO THE UP=1.44 K
UNDERSIDE OF BOTTOM CHORD CONNECTOR "5" 6
P.T 3" X 10" S.Y.P #2 W/ 3/4" X 7-1/2" RED HEAD RG=5.50 K B-10 RT=1.95 K RG=4.55 K UP=2.31 K
8. PROVIDE 2 #5 X 2'-6" X 2'-6" CORNER BARS AT EXTERIOR WEDGE" ANCHORS @ 12" O.0 MIN, EMBEDMENT=3-1 2" UP=4.22 K UP=1.34 K UP=3.37 K CONNECTOR "2"
FACE OF CONCRETE BEAM CONNECTOR "2" CONNECTOR "5"
(TYP) CONNECTOR "2"
•-0 B-1 TB TB_1 9. GIRDER TRUSS TO HAVE CONNECTIONS AS RB=3
INDICATED ON ROOF PLAN.
10. ROOF TRUSSES LOADING: RT=998 #PL UP=1.098 #
CONNECTOR "4"DEAD LOAD = 25 P.S.F. t
TOP CHORD = 15 P.S.F.
BOTTOM CHORD = 10 P.S.F. I PL I I I I PL I I I PL I II L - I "La'1 LEDGER I LIVE LOAD = 30 P.S.F.
TOTAL = 55 P.S.F. 4
AS PER ASCE 7-95, 110 MPH EXPOSURE c
MEAN ROOF HGT. < 17'-0" ROOF PITCH 5:12 I- I I o I �
ZONE 1 = 30 P.S.F. NET A*t I
ZONE 2 = 54 P.S.F. NET 2"X4" ® 4'-0" '-
-.
t••��
�.pM a�;N 0 M�o w�vU�-1..1
�F"OPEN TERRACES 65 P.S.F. NET 2" 4" BOTOM C� ORD B ACING W/16 AILS (TYP) 1_0-L TOP CHORD o I I I I I I BLOCKING
SEE DETAIL THIS SHEET.
0 4 -07) _ - rt - rt - t - -1- - t - - t- - -- - - t - - r - -II-- i ®
N11 11 o NOTES: N A
0 F I IF- - - - - - - _ III 5- I
1. PROVIDE 4 #3 TIES @ 12" O.C. AT CORNERS AND AT EACH II I le
END, BALANCE @ 48" O.C. a IL _ _ - - w_ _ I �2. CONC. BEAM DEPTH OVER DOOR/WINDOW OPENINGS MAY H 0 I 16 _ CKD
VARY AS PER MFR. DOOR/WINDOW HGT. (FRENCH OR
SLIDING DOORS AND WINDOWS UP TO 3" DEEPER) m
3. SPLICING 18" AT STRAIGHT RUNS AND 30" AT CORNERS _ r- - X
4. ALL TE BEAMS SHALL HAVE #3 TIES @ 6" O.C. OVER OPENINGS 2" 4" 134TOM C ORD B ACING W/16 AILS TYP)5. PRECAST CONCRETE LINTELS TO BE DADE COUNTY ° La" �EDGER L �
PRODUCT APPROVED FOR SPAN AND LOADING REQUIRED _ _ J_ - C)
_ _ t _ r'_ _ _ t _ _ t _ f _ t -I SUBMIT TO ENGINEER AND CITY FOR APPROVAL WITH
2 SETS OF SHOP DWGS. OR NOTICE OF ACCEPTANCE L
CD TB-1
ASCE 7-88 TRU S CON CTOR m Q DA COU NOA 198-1216.07 1 1 1 1 1 1 1 1 11
REFER TO STRUCTURAL CALCULATIONS ON SHTS. S-1 AND S-2 _ _ T RG=2.46 K HUG ES EU 28-10 I I I I I I I I I IF_ UP=2.31 K o CONNECTOR "2"
CU
, REFER TO ROOF PLAN FOR 2" 4" BOTTOM CHORD BRACING W/16 NAILS (7YP)0) TOP OF TIE BEAM ELEV. I a"I LEDGE�
- - - - �1- T - -1 t - t__ -1 t - 1- - -1 - t
8" X 12" MIN. CONC. STUB I N - - I# VERT. . 00 HOOK INTO TIE BEAM AT 11� -0 1-#5 VERT. FROM UP=�.55 6=TOP & BOTTOM COL. BELOW CONT. B_3 REFER TO ROOF PLAN FOR THRU STUB COL. & N
CL-cr CD TOP OF TIE BEAM ELEV. - ' - • - ' r1l! HOOK INTO UPPER
TIE BEAM - - - - - I RGL13.90IK I I RT=11 .84 IK I I I IL - - -
CD m
- --A- j� I UPk7.92 I UP-1 .0 �RG=9.p8 K I COVNECTOF "3" I N M
. . I 8" X 12" MIN. TIE - - - - -.a BEAM WITH 4-#5
_j `-A RG=6.40 K CONN CTOR HOOK TOP BARS I j UP=4.33 K I IRDE TRU S I I MEB I 1 11 1 CONNECTOR 2 RU--GtDEIT8" X 12" MIN. TIE VERT. REINF. IN �
CZ)Cr U3
m BEAM WITH 4-#5 MASONRY GROUT
HOOK TOP BARS FILLED CELL HOOK
INTO UPPER TIE
I I (3 MgMBER§) I I I I w -o m
CD cU BEAM (SEE PLAN FOR NUMBER OF B_4 / RB
a #5 BARS) m LU° y RG=12.89 K
RG= 1785 # TB-1 OF=8.28 K
UP=1875 #w GQNgECTOR "2"
CONNECTOR 2 .+� L I� N I ,S, TB-1
Cr_q CD ���3 S-2
eo anos P.E. 5
U) v
m Consulting Structural Engineer
RE PLAN 1 /4 q� DATE
, re -75 Miami, Florida 33157 of 3
w } -•1-
+
•
-�l•�l 1•
i a
I