00-0478-005 AT OPEN PORCH CEILING
PROVIDE 5/8" CDX PLYWD.
B SOFFIT w/ 8D COMMON NAILS
UPLIFT = 620 LB A2 @ 6" o/c TO BOTTOM CHORD SEMCO TAPL 16 STRAP
DL+LL = 660 LB & 4" o/c @EDGES-TYP.
SEMCO TAPL 16 STRAP w/ (5) 16d IN STRAP
w/ (9) 16d IN STRAP (4) 10d IN SEAT @ 12
NET UPLIFT @ OPEN PORCH= SHORT TRUSSES OFF SirlructuirzR Notes
(4) 10d IN SEAT 3 5/8" CDX ROOF SHEATHING-TYP.
44.1 PSF GIRDER TRUSS BOTH ENDS 8d COMMON NAILS @ 6" 01C
AT ALL EDGES 4" O/C-TYP. These drawings are intended to show the general arrangement, design and extent of the work and are partially
diagrammatic. They are not intended to be scaled for rough-in measurements, or to serve as shop drawings.
UPLIFT = 2805 LB / ;! ' /
DL+LL = 3500 LB � �i / � i' � ' / / ;% �` ' / TRUSS CONFI TION (EMCO TAPL16 w/
7) 16d IN STRAP & All construction shall be in accordance with the South Florida Building ode, 1994 Edition. Wind pressures have been
SEMCO TAPL 16 STRAP / ' _ I 4,13
/ ''i j i _ - / / BY TRUSS MANUFA R. (4) 10d IN SEAT g p w/ (11) 16d PLUS j 1 1-/ - _ % MFR. TRUSS SHOP DIVG.S_ _ 0.�DE COUNTY PRODUCT CONTROL NO. 95-0818.11 determined in accordance with ASCE 7-88.
SEMCO TAPL 12 w/ (8) 16d I i 1- d �/ 1 TO BE SUBMITTED FOR .E?OTH �.
WRAP TAP12 STRAP OVER 7 I THE BLDG. DEPARTMENT'S APPROVAL The contractor shall verify ll existing onditions and dimensions prior to starting n work and notify he architect of an
I , ` ;I /' UPLIFT = 2590 LB AND PROJECT ARCHITECT'S APPROVAL y g p 9 y y y
BOTTOM CHORD / / /; DL + LL = 3225 LB discrepancies between these plans and the existing conditions. The contractor is responsible for the protection of the
DADE CO. PRODUCT APPROVAL I :� /
-�/' SEMCO TAP 16 STRAP w % % / SEMCO TAPL16 w/ (11) 16D plus TOP OF T.B.: 8'-2" AFF existing structure during construction when applicable.
(TAPL 12&16) 95-0818.11 / I�; / / i SEMCO TAPL 12 w _
/� f '1 DADE CO. PRODUCT APPR VAL(TAP 12'&16)95 0818.11, ;' / (8) 16d
(7) 16d NAI S IN S RAP, / TYP. @ 4 PLACES • • T
4 10d NAI S IN SAT /',: / / DADE CO. PRODUCT APPROVAL he contractor is responsible for the construction means and methods and job site safety. The contractor shall exercise
3'-0" EDGE & RIDGE ZONE: I/ "; / TYP / / ' /I I'` ' (TAPL 12&16) 95-0818.11 all due care during demolition, excavation and construction to protect workers and existing construction. The
NET UPLIFT 51.5 PSF I,%1 % - ' / / ;' ' ' �' 2'-0., contractor shall not load new or existing structures beyond their designed capacity. The contractor shall be responsible
�}�.�,;' , ;�� ' � / I - " ; j for all shoring and bracing required during construction. The contractor shall attempt to locate concealed and/or
underground pipes, conduits, etc. prior to commencement of an work.
\/ // / i' 9 P P P Y TB
- - The contractor is responsible and shall comply with the safety requirements of SFBC Chp. 33 and all applicable state, local
1 _ �_ - �I _/_ —
1 j and federal codes.
o X12 TIE BEAM w/2 #5 TOP,
o 2 #5 BOTTOM & 4#3 @ 12" EE, Compressive strength of concrete at 28 days shall be 3000 psi. All concrete work shall conform to ACI 301
I / 1 BAL. @ 48"c c. ALSO 2 5
o / # specifications u.n.o. Concrete slump shall be 3" (+/-)1" for footings and slabs on grade; 4" (+/-) for all other concrete.
CORNER BARS w/ 30" LEGS @
_ L} EA. CORNER & INTERSECTIONS.
W c.)
SLOPE: 5/12 TYP. i ''' I NN/ / / W 0 ,A' '�� / All reinforcing steel shall conform to ASTM-A-615 grade 60 and shall be new, fabricated and detailed in accordance with
a ACI 315. Welded wire fabric shall conform to ASTM A-185 and shall be supported on pieces of brick at a mm.
/% spacing of 36 c ea. way. Lap fabric a minimum of 6 inches at the sides. Where steel reinforcing bars are
,.A I / ' I indicated to be set in epoxy, system shall be Hilti HSE 2411 Epoxy System or equal installed to the
manufacturer?s recommendations.
t1 %- 2 ROWS X4 B0 7T CHORD BRAC NG ~ 1//5 IN GROUTED CELL
1 I w (2 1 d NAIL ® EA. TRUSS ' ,/ I 1 / w/ HOOK ® T.B. All structural steel shall conform with ASTM A-36 for plates and shapes and to ASTM A-500 for rectangular tubing. Round
— — — — — — I SEE s-1 FOR LOGS shall conform with ASTM A-53. Anchor bolts shall conform to ASTM A-325 and shall be bearing bolts
pipes 9
u.n.o. All welding shall be in accordance with AWS standards and shall be performed by certified welders.
All structural steel shall be shop primed with a corrosion inhibiting primer and painted with an compatible paint as required
M I I ' ' % CD b the architect and/or owner. Surface preparation, priming and painting shall conform to the requirements of the
~ ' I / ' ' SSPC. All structural steel columns shall be concrete filled.
/ I ;I
Splices In rebars shall be a minimum of 36 bar diameters u.n.o. All hooks in rebars shall be standard ACI 318 hooks.
Z / / 1- / }
/ I �/ / /' / / i''/ " 8" cmu w/ ladder-type
/'" ' - - - - - - hort. jt. reinforcing @ Concrete coverage over reinforcement shall be as follows:
_ 2 RO _S 2X4 _BOTT H_ORD`RACING 16" o/c-typical Bottom and top of footings: 3"
T - w/ ( ) 16d AILS @ EA. TR SS - - - '\ r %
/ Ties in columns and Stirrups in beams: 1-1/2"
48 BAR DIA. LAP SPLICE Bottom Reinforcement for ground floor slabs: 2"
_
Other slab reinforcement: 1 1/2
ZON (1 NET UPLI T - 2 PSF /, j T; x x x x All masonry walls shown on the structural drawings are load bearin u,n.o. and shall be in lace prior to forming and
placing concrete in beams or columns. Provide No. 8 Truss-type joint reinforcement at 16" c/c in all walls and leave
6 ml. vapor barrier iv
' - P
�T _ extended 4" min. Into tie columns.
5/ DX PLY D. w/ 8D COMMON-- / I / well-compacted base
@ a/c THR UGHOU / / / ' }/" SEE COMPACTION NOTES S1 Prefabricated wood trusses shall be designed and fabricated in accordance with the design specifications for metal plate
connected wood trusses of the Truss Plate Institute and all other requirements of the SFBC. Trusses shall be designed
12"x16" continuous concrete
r I / footing w/ z#s cont. & //4 for the Live and Dead loads indicated in these drawings and for wind uplift as indicated on the structural roof
77:/ - - , 1i transv. 04$' a.a.-:yp. pion. The truss manufacturer shall submit signed and sealed shop drawings b a Florida registered engineer indicating
- 9 9 Y 9 9 9
1 layout, spacing method of attachment and special bracing required during construction and any other pertinenet
TB I; ' ' ;" j' j information, Submit a minimum of (3) signed and sealed sets to the architect.
Plywood diaphragm shall comply with the design recommendations of the AmericonPlywood Association/Construction
3'-0" EDGE & RIDGE ZONE: NET UPLIFT 51.5 PSF SCALE: 3/4" : 1'-0" Diaphragms and the SFBC. Plywood deck shall be continuous over two continuous spans and placed with the face
grain perpendicular to the supports. Connect deck to supporting structure and to wood blocking where applicable
®®f �Imm, Han with 8d common nails spaced as indicated in drawings.
All lumber or plywood in contact with concrete, stucco, masonry or other cemetitious material shall be treated to comply
SCALE: 1/4" 1'-0" � �
_ with AWPA Standard LP-2.
B
s1 Structural wood shall have the following min. properties:
I/ ? —1 TRUSS NFANUF 710N Allowable flexural stress: 1200 psi
25'-a" BY TRUSS MANUFACTURER. 12 p
4" 8'-0" 1 a'-a" a'-o" 4" MFR. T USS SHOP DWG.S Allowable shear stress: 90 psi
TO BE SUBMITTED FOR BUT �5 s'-4" Modulus of elasticity: 1760000 psi
- - - - - - THE BL . DEPA-RTMENT'S A ROVAL
I I AND PROJECT ARCHITECT'S ROVAL For construction of the new ground floor slab and monolithic footings, clear, removeand dispose of all vegetation, organic
_ _ _ • • • soils and debris. Fill and backfill in layers not greater than 12 inches loose thickness with structural fill and compact to
SEE SEC I N @ LEFT FOR GE RAIL grain perpendicular to the supports. Connect deck to supporting structure and to wood blocking where applicable
J 36"X36"X12"� J I \ 8"x12" P P 8" T.E. w/ NOTES 13 95% maximum density.00 CONC. FTG.W CONC. COL.w/ 1#5 CONT. I 1/2" CDX PLY WO. w 8d Field density (compaction) tests shall be made for each 2000 square feet of fill. Tests shall be made by an Independent
/ (6) J5 VERT & SEE SECT. B/A2 COMMON NAIL 4" O.C.
I 3#5 EA. WAY � #3 STIRRUPS � I EMCO TAPL16 w testing laboratory and shall bear the seal of a Florida registered engineer. Field densities shall be compared against
TOP & BOTTOM w 8" C/C-TYP. OF 4 CONSTRUCTION TO VERT. TRUSS ME BERS- (5) 16d IN STRAP &
TRUSS MFR. T PRO DE VE the maximum dry soil density as determined in the laboratory by ASTM D1557.
(4) 10d IN SEAT
,° I CD SEE SECT. MA FOR EL. 0'-6" I MEMBERS @24 /C ALO
TYP. OF 4 O ADD'T INFORMATION
J
(n
a" I 2'-1" 3'-2" s'-1" 3'-4" 5'-1" I 12'-a" PLYWD. EDGES
3'-2" 3'-3" 8"
masonary op mosonory op g. mosonory op g. I masonary op g.
w I
f - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ SOIL STATEMENT
-� CD Co AS ALLOWED BY THE SFBC ED. 1994, 2403.2, THIS PROJECT HAS BEEN DESIGNED USING A MAXIMUM
c - fc - -f�c - -� - - -� - - - -fc - - - - �- - - - - �- - �- - - - -S-f�c I 1X2 PT WD.STRIPED L. LATH SOIL BEARING CAPACITY OF 2000 psf, THIS IS CONSISTENT WITH THE INITIAL VISUAL OBSERVATION
I I I I w/ PAPER-BACKED MTL. LATH 2'_p'
• • OF SITE AND FAMILIARITY WITH THE AREA.
w/ STUCCO FIN.
I I 12"X16" CONC. FTG. w/ 2#5 CONT. & I I IN ADDITION; PER SECTION 2403.1 SFBC, AT THE TIME OF CONSTRUCTION, THE ARCHITECT OF RECORD
I #4 TRANSV. @ 48: o/c-TYP. I I SHALL SUBMIT TO THE BUILDING OFFICIAL A SIGNED/SEALED LETTER ATTESTING THAT THE SITE
fc I HAS BEEN OBSERVED AND THAT THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH
B-1: 8x12 CONC. BM. THE DESIGN IS BASED.
T ( I 1 I o PROVIDE (1) DTC STRAP @ 48" c/c
2 #5 TOP & 2 #5 BOTTOM
o I 6 #4 STIRRUP @ 4" c/c
�, o TO VERT. TRUSS MEMBERS FOR CONSTRUCTION OF A NEW GROUND FLOOR SLAB, CLEAR, REMOVE AND DISPOSE OF ALL VEGETATION,
I I @ EA END & BAL. @ 12"
E I I (4) 10d @SEAT & (9) lOd @STRAP HOOK TOP BARS @ ENDS ORGANIC SOILS AND DEBRIS. FILL AND BACKFILL IN LAYERS NOT GREATER THAN 12 IN. LOOSE
CONSTRUCTION EL. 0'-0" I E DADE COUNTY PRODUCT APPROVAL R 94-0328.02 IF SPLICE REO'D.-SPLICE THICKNESS WITH STRUCTURAL FILL MATERIAL AND COMPACT TO 95% MAXIMUM DENSITY.
fc fc I TOP BARS @ MIDSPAN &
I I I BOTTOM BARS @ SUPPORTS
M
I MIN. 24" LAP SPLICE O O
I fc I I
4" concrete slab w/ 6X6-W1.4X1.4 @ mid-depth of slab - I
over 6 mil. vapor barrier on well-compacted soil I
8 I Ifc see sections for additional slab reinforcing I I D 8"X12" POURED CONC. COL. /� T� Tp� HUMAN=
T�c��iy
E I I I I o 08"6(4"®ESPLICES)3 STIRRUPS HdS�1Q�E�+lL AST FOR 1C111�J�{bVVlld'ilN\ ll LL 1L
9350 DADELAND BOULEVARD
fa I I SUITE 200
I fc :GROUTED CELL LOCATION-TYP. I MIAMI, FLORIDA 33256
8" CMU W/ 1#5 @48"C/C MAX.
IN GROUTED CELLS & No. 9 Ladder Type I I 305-670-2224
I Ifc JOINT REINFORCING @16"O/C-TYP. I I AGENT: ANNE MANNING, EXECUTIVE DIRECTOR
I fc I
I
N N
r7 0
E UI I I I E SEE SECTION @LEFT FOR GENERAL BUCKLERARCHITIE
17 G'T'S
fa fa I I NOTES �jROD Madeira Avenue Smite n Coral Gabko, Mori& 7338334
48 BAR DIA. LAP SPLICE
4" CONC. SLAB w/
- -fc - - - - -fc - fc - - - - - fc- - fc - - -fc - fcfc- - - fc- - - -fc - - - - -fc - - -�- -fJ i x—x x x 6X6X1.4X1.4WWF 8" TE w/ 1 #5
' CJ w/ BROOM FINISH CONTINUOUS
Project Data:
Co _ ° 6 ml. vapor barrier --_J 11
fc 1 s" fc x x x x x x x Site Address: 6039 SW 63rd TERRACE, MIAMI, FLORIDA of- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
i t I well-compacted base Work Description: New One Story Single Family Residence
S-11" 3'-2" 4'-0" 3'-2" 6'-3" 3'-4" '-0" z'-4"
SEE COMPACTION NOTES s1 ° Property Owners: HABITAT FOR HUMANITY OF GREATER MIAMI, INC. 670-2224
masonary op g. mosonory op q. masonary op g. m.o. -O" -o" 3'-3" s" o Jo ,,,, •r,
Architect of Record: Paul W. Buckler AR13708
12"xng continuous concrete �,' f C� i�r' /•_�' Project Date: 3-31-00
z C *�
8 TE w 1{�5 cant. L - J �-r t�ansv, ®48� o.ccoiiyp & //4 Revisions:
A S1 4" conc slab w/ 6x6x1.4wwf
p 3'-O"X3.0"X1'-0" CONC.
on well-compacted fill 42'-4" FTG. w/ 3 #5 E.W. TOP
BOTTOM . :1!
UC�Tt� UAL IP'ILANS S- 1 of 1
SCALE: 1/4" 1'-0" V V 1111 Secti � J Parch �P(
SCALE: 3/4" 1'-0" :+�.�r�, `�•�