00-0775-001 A
Mu
BEAM SCHEDULE 3
TYPE SIZE TOP OF REINFORCMENT REMARKS
W D T.B. ELEV. TOP BOTT. INT. TIES ISSUANCE FOR
ROOF PLYWOOD 5/8 (19/32 J APA �
B-1 8" 16" + 11'-0" 2 #5 2 #6 #3 TIES 0 6" O.C. j RATED SHEATHI%STAGGERED PANEL
JOINTS. NAILS 101) 6'OC.TYP. ❑BIDDING SET ONLY F
B-10 8" 22" + 8'-6" 2 #5 2 #6 2 #5 #3 TIES 0 6" O.C.
B-2 8" 32" + 8'-6" 2 #5 2 #6 2 #5 #3 TIES 0 8" O.C. J.
„ (2)16d NAILS EACH ENDS � ❑CONSTRUCTION SET ONLY,
B-3 8" 24 + 14'-0" 2 #5 2 #6 #3 TIES 0 12 O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. N ❑BUILDING PERMIJ SET.10V
ANCHOR LEGEND
B-5 8" 16" + 11'-10' 2 #5 2 #6 #3 TIES 0 12" 0. . PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. `�t+.�..,,,�
IL (2)16d NAILS EACH MEM13E REVI t ,
B-6 8" 12" + 13'-0" 2 #5 2 #6 #3 TIES 0 12" 0. . PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. - m ° REV2
B-11 8" 16" + 14'-0" 2 #5 2 #6 #3 TIES 0 12" O.C. PROVIDE 2 #5 DIAG. BARS AT EA. SIDE OF ARCH. 10 HUGHES DTC STRAP W/ 4 10d TO SEAT AND ° REVS yv, '
9-10d TO TRUSS - CAPACITY = 1365#
TOP VIEW 2 x 4 CONT.LATERAL WOOD BRAG 2x4 TOP CHORD
O2 CUSTOM GIRDER TRUSS ANCHORAGE SEE DTL. 3 SHT. S-3 3 MEMBER GIRDER TRUSS NAILED TO BOTTOM CHORD MAXIMUM BLOCKING SEE PL e
RB 8" 12" VARIES 2 #5 2 #5 #3 TIES 0 12" o.c. PROVIDE 2 #5 DIAG. BARS AT EA. DIRECTION 6 SPACING AND AS REQUIRED BY TRUSS a 48'O.C.
TB 8" 12" 8'-6" 2 5 2 5 4 � TIES 0 12" O.0 ENDS & COLM. BAL 0 48" O.0 (2)3✓4' TPRU B TS (4) 3/4' DIA. x 5' EMBEDDED MANIFACTURER,a 8'-0'O.0(TYP)
# # # CUSTOM BUCKET DETAIL 0 3/8 STEEL PLATES
EXP. BOLTS RED HEAD WEDGE
TB-1 8" 12" 11'-6" 2 #5 2 #5 4 #3 TIES 0 12" O.0 ENDS & COLM. BAL 0 48" O.0 GRAVITY = 17.0 K �^ $ `'•••° °` •'
UPLIFT CAPACITY = 7.8 K S
TB-2 8" 12" 11'-0" 2 5 2 6 4 3 TIES 0 12" O.0 ENDS & COLM. BAL 0 48" O.0 L12 ,t
TB-3 8" 12" 11'-10" 2 #5 2 #6 4 #3 TIES 0 12" O.0 ENDS & COLM. BALI@ 48" O.0 ® HUGHES TA 16 W/ 6- 10d NAILS
TB-4 8" 12" 14'-0" 2 #5 2 #6 4 #3 TIES 0 12" O.0 ENDS & COLM. BALI 0 48" O.0 UPLIFT CAP.= 1002 LBS. 1/4' STEEL PLATE$ ® 0 ao \n � AFFlX SEAL HERE
PL 8" 8" VARIES PRECAST CONC. LINTEL. EXTEND 8° MIN. EA. SIDE OF OPENING. O5 HUGHES DTCOI (+) TA16®UPLIFT CAP.= 2367 LBS. 0 0 N 11/2 m m 0 - L ROOF NOTES: 12" 5„SOI -C�I C SEAT 4° PRE-FAB WOOD ENGINEERED
1. TRUSS MANUFACTURER SHALL SUBMIT DRAWINGS FOR 12. EXTEND THE MAIN ROOF SHEATHING UNDERNEATH THE �I \ / III \ / III ENGINEER REVIEW PRIOR TO FABRICATION VALLEY SET TRUSSES, ALSO ANCHOR EACH END OF THEOf `�T u Iw �I�� u ( �✓ (OVERLAPgSPLICES)VALLEY SET TRUSSES TO THE MAIN ROOF TRUSSES. 'L.a" : P.T 3" X 10" S.Y.P #2 W/ 3/4" X 7-1/2" RED HEAD
}�I -p' I a
2, HATCHED AREAS DENOTES VOLUME CEILING. 13. ALL BEARING WALL OPENINGS SHALL HAVE WEDGE" ANCHORS 0 12" O.0 MIN. EMBEDMENT=3-1/2" DETAIL "All SCALE: 1-I/2°=1'-(d' 5LOCKING DETAIL
AIL �
3. G.T. DENOTES GIRDER TRUSS BY MANUFACTURER (2) 2 X 12 HEADERS (TYPICAL UNLESS NOTED) N
WITH 19/32" PLYWOOD IN BETWEEN.
4. TRUSS MANUFACTURER SHALL VERIFY ALL KNEE HEIGHTS 1
14. ROOF PLYWOOD 5/8" (19/32") APA o F•�l
5. REFER TO TRUSS MANUFACTURER ENGINEERING DRAWINGS RATED SHEATHING STAGGERED PANEL !�
FOR ALL ROOF TRUSSES REQUIRED TEMPORARY AND JOINTS. NAILS 10D 0 6" O.C. TYP.
PERMANENT BRACING, GABLE END BRACING, DETAILS,
AND REQUIRED GRAVITY BRACING. ALSO REFER TO 15. TRUSS MANUFACTURER SHALL PROVIDE h+l PIP
WIND BRACING PLAN PREPARED BY STRUCTURAL AND ENGINEER ALL WD. TO WD. CONNECTIONS � w
�--I
ENGINEER AS PART OF THIS SET OF DWGS. 16--0- ( BLOCKING)
6. ALL BRACING TO BE 2 X 4 HEM-FIR OR EQUAL WITH A SEE DETAIL
MINIMUM FIBER STRESS OF 1,000 P.S.I., NAILED TO EACH NOTE:PROVIDE 1/2" CDX PLYWOOD AT � H F�
RG=3.3 K RT=1.54 K Z �T
INTERSECTING TRUSS MEMBER WITH 2-16D NAILS MINIMUM UNDERSIDE OF TRUSSES RG=3.70 K a w
UP=3.3 K
W/ 8D 0 6" O.0 (TYP) UP=.95 K UP=2.30 K
7. PROVIDE METAL HI-HATS AT 16" O.C. ATTACHED TO THE CONNECTOR "2" CONNECTOR "2" w O O
UNDERSIDE OF BOTTOM CHORD CONNECTOR "1"
TB B- 0 � �
° . o
8. PROVIDE 2 #5 X 2'-6" X 2'-6" CORNER BARS AT EXTERIOR °
FACE OF CONCRETE BEAM I I II PL I- _ J - - 1 _ - LJ _ - LPG _ L_ J - - 1 _ - L_ -
- - - - -I - - I _-} -� II I " U
• I~ T� - I� 17-6 BLOCKING Z
9: GIRDER TRUSS TO HAVE CONNECTIONS AS - SEE DETAIL . . H
INDICATED ON ROOF PLAN. _ - • 1 - - - - - - -1-1
- I 1 I I I I I a w
!I I I II I- - --I - - �- - - � - -� - - -E- - - � - --I - - + - - I-- - - - - - - - -I- - - � - -t � II III O � . . . . •
1 I RG=3.88 K RG=3.4 K 9 r
10. ROOF TRUSSES LOADING: I I II I I I I I I I I I I I I I II II I UP=3.88 K UP=1.9 K rl
- -1 I I II I I I I I I I I I I I I I I I II II I .� CONNECTOR "5" CONNECTOR "2" CONNECTOR "2" ►-j
DEAD LOAD = 25 P.S.F. - I I I m x F--II
TOP CHORD = 15 P.S.F. I I I II I I I I I I I I I I 1 1 I I I II III RB=1 -6
BOTTOM CHORD = 10 P.S.F. - - I- I II _ I _ _ I _ _ I _ _I_ I I I I I I I I I II III TB-1 p TB-2 t•'-+ Q Q o
LIVE LOAD = 30 P.S.F.
TOTAL = 55 P.S.F. -I I I I I I
17 -0 I I I I I I I I I I I I I I I I II •_• _ _ _ _ _ _ _ _ _ _ _ _
AS PER ASCE 7-95, 110 MPH EXPOSURE C I I I I I I I I I -- I. I I I__ I I I II (� T - - x / I U �j U j F+1 "0
MEAN -ROOF HGT_< 170^ROOF_PITCH 5:12 - - - -- - - - -- - - - - - - --- -- -
B 1 I I I I I I I I I I �1 -I; 2 e
- _ - _,_ -- -a T I I: I - �- �- -- I I I I I I I I I o
I I . . _ -
ZONE 1 = 30 P.S.F. NET I I It- --I- - - fi -,- - - - -I- - - - -I - - -1- - - - � - - �- - - -1- - - -11 I I I I _ I _ I _ •
RJ=495 # 2 4" BO TOM CHORD B ACING W/16 NAILS ( YP) I I T_ I~ r L - - - - - -1 - - L - L �- - � - - L - -I- - - - - L - -I- � II La -'
ZONE 2 = 54 P.S.F. NET UP-270 # -j l- I I� - - - -{ - - - - I I I I I I I I I I I F_ - - I
OPEN TERRACES = 65 P.S.F. NET - - - - - - 1 I 11
CONNECTOR "1„ 1 1 I I I I I I I I I II II I I I '
I I I I I I I I I I I I I I I I I I I I I I I i 1 1 I I I� I I I I I I I I I I I I I I $
II I I I I I I I I I I 1 I I I I II I I I I I I I I I I I I II- - - - - - - - - - - _
- - - - - - - - � -�I I I I I I I I I I I I I I I II I I 1 I I II I I I •• < °
NOTES: I I 11 1 1 I 1 1 I 1 1 I I I I II I I I - - - - I II I I I
I � - � I I I I I I I I I � � �`
° °
1. PROVIDE 4 #3 TIES @ 12" O.C. AT CORNERS AND AT EACH - - -I- - - - - f W I I I I I I I I I I 11
B-1 1 , I I I I I I I I _II i I I I I I m O
END, BALANCE 0 48 O.C. C3 I I I I I II I _ _ I I 4 - - -}- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - '
I I II _� I I I I I I I I I I I II -F I- U
2. CONC. BEAM DEPTH OVER DOOR/WINDOW OPENINGS MAY m I I 1 1 I I I I I I I I I I II _ _ _ _ _ -M_,_, _ _ OO A A "
VARY AS PER MFR. DOOR/WINDOW HGT_ FRENCH OR LO - I 1 II O I I I I 1 I I I 1 I I I I I I II I I I I 2'1 X 4" BOTTOM I CHORID BRACING W�16 NAILS (TYP) 1 1 II - ��I I I �p 1 Z
( 11 I I I I I I I I I I I I I I III
SLIDING DOORS AND WINDOWS UP TO 3 DEEPER)
3. SPLICING 18" AT STRAIGHT RUNS AND 30" AT CORNERS
4. ALL TIE BEAMS SHALL HAVE #3 TIES 0 6" O.C. OVER OPENINGS - - -I- - - - - fi r t r I I 1 T �I = I 1 I I 1 I I I I I I I I II I W II
I I 11 I I 12" X 4'[ BOTTOM CH09D BRACING W, 16 NAILS (TYP1 I I I I oil I I I
5. PRECAST CONC. LINTELS TO BE DADE COUNTY PRODUCT APPROVED I I I 1 I II I I I I I I I 1 I 1 1 I I I II - - _ � 1 I 1: I ago
FOR SPAN AND LOADING REQUIRED. SUBMIT TO ENGINEER AND ITV I I II I I 1 I I I I I I I I I I II 1 I I I I I I 1 I 1 1 I I N � M
FOR APPROVAL WITH 2 SETS OF NOTICE OF ACCEPTANCE(N.O.A� _ - -I- - - I II I I I I I I I I I 1 I I I II W I I I 1 I I I I I I I I I I I I II I II I I xI I F
I I II - - - - - I I I I I I I I I I I I II
ASCE 7-88 _ _I_ I I I I I I I I I I II °� �
_ _ I I I II I I I I I I I I I I I I I I II I I I I I I II I I I I I I I II La I •�
-1 I I II I I I I I I I I I 1 I- 1 12 X 4 BOTTOM CHOP D BRACING 6/16 NAILS (TYP) W I O
REFER TO STRUCTURAL CALCULATIONS ON SHTS. S-1 AND S-2 1 1 I I I II -L I -r I- 1- - --1 - - 4- - -I-- - -I- - -4 - - 4- - -I- - --I - - 4- - -1- -5-11 I � rr-��-y, Z C) �
U
RG= .00 K O • TB-2 Cf)
II I I I UP= .70 K I I I I I I II I 00
- - • I -- - - - - - _ = -L = = 1- _ � _ _ I I I I I I I I I I I I I I I II
_ _ _
PL GIRDER TRUSS I I I I I I I I TR SS C NNECT R I I I I 1 It- i
I - I 1 DA E COUNTY N A.98.1 16.07 I I I I I II G= .4 K RT=660 #
a ALL VERT. BARS TERMINATE
W/ STD. HOOK B-2 TB - - - - - - - - - - - �I I I I - - - - �- - - - - w
1 1 I HU HES �UH 28 10 I I I I I II I P= .9 K UP=648 # � � ^O
a II 1 W/14- 16d NALLt 0 LECIGER I 1 1 I 11 ON ECTOR "2' CONNECTOR "1" O M
- - 1 i I _ 5-116d FAILS 01 TRUSS.I
� � REFER TO ROOF PLAN FOR RG=3.00 K _ _ _ _ _ - -
Y TOP OF TIE BEAM ELEV. I- - - - • - • - - - • - • - • -
(fi RG=3.30 K UP=1.70 K M - -
0 8" X 12" MIN. CONC. STUB UP=3.30 K „
N I I CONNECTOR 5 ( / II I 1 I I I 1 I IX 4" BOTTOM CHORD ORACINGI W/16 I NAILS ) I II
COLUMNS WITH 4-#5 VERT. -�- - - ' - ' - - - ' - ' - ' - CONNECTOR 2
°v HOOK INTO TIE BEAM AT
a I 1-#5 VERT. FROM - - - - - / I 1 _ _ _ F5
COL. BELOW CONT. I I / J 1 1 I I I I I I I I I I It-
= TOP & BOTTOM I 1 I I I I - - - - - �-�
O, REFER TO ROOF PLAN FOR I THRU STUB COL. & _ 1 ►tea' M
o TOP OF TIE BEAM ELEV. - ' - ' - T' I HOOK INTO UPPER I I I - // // / I I I I -1
v Cn ( I. I I / I fi - - - -
c o _ - I� TIE BEAM I I I // // 1 I I I B-� La LE GER �� a0
1 I I 8" X 12" MIN. TIE , , / / / I I I I I L I I I I 1 11 - 1 - - - - - - fp � N
I I - -
I I BEAM WITH 4-#5 I I / - - - - - - I RG-10.9 IC p'
- 1 I 1 I HOOK TOP BARS j I I ! / / II I I I
I uP�6.6 K I I I I I II
CONNECTOF „3" I - - fi - -1- - rt II I - Q N O
CD I
o m 8 X 12 MIN. TIE I I I VERT. REINF. IN
z v BEAM WITH 4-#5 I I I I MASONRY GROUT I I I �\ ' 3 ME BER DER TRUS I I
H HOOK TOP BARS I I FILLED CELL HOOK I I S - - - - - - -� - - L - �- - - - L - -_ -_ - = L = -I- _ _ _ _ = a
- - T - -I- - - - - - - - - - I RG=8.60 K
a INTO UPPER TIE _ •
CD I i I i BEAM (SEE PLAN I I I II I RP=1.R3 K 1 I 1
°C I I FOR NUMBER OF j I j 1 I CONNECTOR "2" a
j I I #5 BARS) I I B-rJ - CONN CTOR 2 1 La
w -a HEIN C�
CD CQ _ I I I I I I
i UP=3.62 K 1 �0�000��� •
cn LU `I CONNECTOR "3" a
�A
B-3 I TB-2 B-6 TB-2
CD
IV
DETAIL
oM
U A-3 CONNECTOR Leo Llanos, P.E.
Consulting Structural Engineer '
18495 South Dixie Hi wa , # 337 (305) 378 6916 Leo Llanos P.E. DATE S-2
CLI ROOF PLAN 1 /4 Miami, Florida 33157 y Fla. reg. 33175 �
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