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00-0478-008 AT OPEN PORCH CEILING PROVIDE 5/8" CCX PLYWD. UPLIFT = 794 LB B SOFFIT w/ 8D COMMON NAILS A2 @ 6" o/c TO BOTTOM CHORD SEMCO TAPL 16 STRAP DL+LL = 990 LB & 4" o/c @EDGES-TYP. SEMCO TAPL 16 STRAP w/ (5) 16d IN STRAP Al 5-2-00 11\ 5- 00 w/ 1 ) 11Nd IN TRAP NET UPLIFT @ OPEN PORCH= (4) 10d IN SEA OFF 12 �3 5/8" CDX ROOF SHEATHING-TYP. 44.1 PSF GIRDER TRUSS BOTH ENDS 8d COMMON NAILS @ 6' 0/C AT ALL EDGES 4' 0/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. TRUSS CONC TION EM 16 TA ST w/ DL+LL = 3000 LB UPLIFT = 2400 LB (7) 16d IN STRAP & A SEMCO TAPL 16 STRAPw/ (11) 16d _ _ _ _ _ _ _ BY TRUSS MANUFA R. (4) 10d IN SEAT All construction shall be In accordance with the South Florida Building Code, 1994 Edition. Wind pressures have been B SEMCO TAP 12 w/ (8) 16d �� _ - - 5 2-00 MFR. TRUSS SHOP DWG.S DADE COUNTY PRODUCT CONTROL NO. 95-0818.11 determined in accordance with ASCE 7-88. DADE Co. PRODUCT APPROVAL — — — — _ —_ _ — — — — — — — TO BE SUBMITTED FOR BOTH (TAPL 12&16) 95-0818.11 — — — THE BLDG. DEPARTMENT'S APPROVAL 4 22 11-17-00 I I \ /� �� I I UPLIFT = 2LB AND PROJECT ARCHITECT'S APPROVAL The contractor shall verify all existing conditions and dimensions prior to starting any work and notify the architect of any \ DL + LL = discrepancies between these plans and the existing conditions. The contractor is responsible for the protection of the I SE CO T PL 16 STRAP w/ / DAD CO. PRODUCT PPROVAL 7APL12& >9s-os1 .11 I I SEMCO TAP TOP OF T.B.: 8'-2" AFF existing structure during construction when applicable. tiT \ I (7) 16d NAILS I STRAP, 6D plus I I \ (4) 16d NAILS I SEAT / SEMCO TAP16d/ TYP. @eacThe contractor is responsible for the construction means and methods and job site safety. The contractor shall exercise TYP / DADE CO. PROD all due care during demolition, excavation and construction to protect workers and existin construction. The 3'-0" EDGE & RIDGE ZONE: (TAPL 1z&1s) 9 g NET UPLIFT 51.5 PSF I I \ \ / • 2'-0" contractor shall not load new or existing structures beyond their designed capacity. The contractor shall be responsible 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 any work. —_ — T�/ — I The contractor i i o s responsible and shall comply with the safety requirements of SFBC Ch p.Y Y q p. 33 and all applicable state, loco) / — — — — — — — — — — — — and federal codes. \ / " °Jo / I I X12 TIE BEAM w/2 #5 TOP, I I I \ / °U)z // I I 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 / o BAL. @ 48'c/c. ALSO 2 #5 \ / N m" CORNER BARS w/ 30" LEGS @ specifications u.n.o. Concrete slump shall be 3' (+/-)1" for footings and slabs on grade; 4" (+/-) for all other concrete. \ / © ems., // EA. CORNER & INTERSECTIONS. \ / Cn o o All reinforcing steel shall conform to ASTM-A-615 grade 60 and shall be new, fabricated and detailed in accordance with II ACI 315. Welded wire fabric shall conform to ASTM A-185 and shall be supported on pieces of brick at a min. I I / spacing of 36" c/c ea. way. Lap fabric a minimum of 6 inches at the sides. Where steel reinforcing bars are H I I j _ _ I I indicated to be set in epoxy, system shall be Hilti HSE 2411 Epoxy System or equal installed to the 1 2 OW 2 4 BOT_ CHORE BRACT G o v N manufacturer?s recommendations. - I w/ ) 16 NAILS @ EA. TRUSS I 1#5 IN GROUTED CELL I I / w/ HOOK ® T.B. I SEE S-1 FOR LOC.s All structural steel shall conform with ASTM A-36 for plates and shapes and to ASTM A-500 for. rectangular tubing. Round I I I I pipes shall conform with ASTM A-53. Anchor bolts shall conform to ASTM A-325 and shall be bearing bolts ' I I u.n.a. All welding shall be in accordance with AWS standards and shall be perfcrmed by certified welders. M I I All structural steel shall be shop primed with a corrosion inhibiting primer and painted with an compatible paint as required by the architect and/or owner. Surface preparation, priming and painting shall conform to the requirements of the SSPC. All structural steel columns shall be concrete filled. ladder-type d Splices in rebars shall be a minimum of 36 bar diameters u.n.o. All hooks in rebars shall be standard ACI 318 hooks. Sm ort jt. rein reinforcing 0 Concrete coverage over reinforcement shall be as follows: 16" o/c-typical / Bottom and top of footings: 3" // �� 2 ROWS 2 4 BOT CHORE BRACING _ _ \ I Ties in columns and Stirrups in beams: 1-112" w/ (2) 16 NAILS @ EA TRUSS ` - \ 48 BAR DIA. LAP SPLICE Bottom Reinforcement for ground floor slabs: 2" Other slab reinforcement: 1-1/2" 1 -2-00 I I I / / \ i t I UPLIFT - 2140 LB I I (r/ // ZONE ( ) NET PLIFT 27 P F \ \ x x x x I I All masonry walls shown on the structural drawings ore load bearin u.n.o. and shall be in lace prior to forming and 9 9 ( ) P P DS = 2970 LB placing concrete in beams or columns. Provide No. 8 Truss-type joint reinforcement at 16" c/c in all walls and leave W/ 11 16d IN STRAP SEMCO TAPL 16 STRAP I I / 6 ml. vapor barrier N extended 4" min. into tie columns. (4) 10d IN SEAT / w/ (8) 16d IN STRAP SEMCO TAPL 12 STRAP / 5/3" CDX PLYWD. w/ 8D COMMO \, F1111 well-composted base @ " o/c THROU HOUT 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 foot ng w/n2l#/5ocont�&r//4e for the Live and Dead loads indicated in these drawings and for wind uplift as indicated on the structural roof _ _ trans. @aa" a.c.-typ. plan. The truss manufacturer shall submit signed and sealed shop drawings by a Florida registered engineer indicating I TB layout, spacing method of attachment and special bracing required during construction and any other pertinenet WzHSectlan A information. Submit a minimum of (3) signed and sealed sets to the architect. j� 3'-0" EDGE Plywood diaphragm shall comply with the design recommendations of the AmericarPlywood Associotion/Construction & RIDGE ZONE: NET UPLIFT 51.5 PSF SCALE: 3/4" : 1'-O" Diaphrogmsond the SFBC. Plywood deck shall be continuous over two continuous spans and placed with the face TD-) S grain perpendicular to the supports. Connect deck to supporting structure and to wood blocking where applicable i1\1& Frain, TRam with 8d common nails spaced as indicated in drawings. `' 2 11-17-00 revised to truss mfr's layout. SCALE: 1/4" 1'-0" All lumber or plywood in contact with concrete, stucco, masonry or other cemetitious material shall be treated to comply : B N with AWPA Standard LP-2. - - S1 min. properties: TRUSS CONFIGURATION Structural wood shall hove the following 25'-a" BY TRUSS MANUFACTURER. 12 Allowable flexural stress: 1200 psi a" a'-°" I e•_8- a'-o" a" MFR. TRUSS SHOP DWG.S �5 Allowable shear stress: 90 psi _ TO BE SUBMITTED FOR BOT 6'-4" F_ Modulus of elasticity. 1760000 psi — — (- —i— F_ — THE BLDG. DEPARTMENT'S A ROVAL AND PROJECT ARCHITECT'S PROVAL 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 L t J J L- — J 8" T.E. w -1 SEE SECTION @LEFT FOR GEN RAL grain perpendicular to the supports. Connect deck to supporting structure and to wood blocking where applicable 36"X36"X12"� — — = 8"x12" P.I.P. / NOTES �3 P P PP PP 9 9 PP 95% maximum density. CONIC. FTG.W/ '> CONIC. VERT SEE CECT, I Field density (compaction) tests shall be made for each 2000 square feet of fill. Tests shall be made by an independent 3#5 EA. WAY #3 TI VERT & SEE SECT. B/A2 EMCO TAPL16 w testing laboratory and shall bear the seal of a Florida registered engineer. Field densities shall be compared against //3 STIRRUPS Q TOP & BOTTOM w 8" C/C-TYP. OF a CONSTRUCTION q y TYP. OF 4 a_ SEE SECT. A-1 FOR (5) 16d IN STRAP & ADD'T INFORMATION EL. 0'-6' the maximum dry soil density as determined in the laboratory by ASTM D1557. I (4) 10d IN SEAT Cn 8.. 2'-1. 3'-2" 5'-1.. 3.-4.. 5_1" 12'-8" 3•_2•• 3•-3" 8.. Fosoncry op mosonory op g. mosonary op'g. I mosonary op g. D f L' • . 11011111111111111H11111111 10 111111111 111di 1111111111 2 - - - - - - - - - - - - - -- - — SOIL STATEMENT _ AS ALLOWED BY THE SFBC ED. 1994, 2403.2, THIS PROJECT HAS BEEN DESIGNED USING A MAX;h Ul,i - — — c — — c c c —fc — — — c f�c — — �— — — I 1X2 PT WD.STRIPPING @16" 0/C w/ PAPER-BACKED MTL, LATH SOIL BEARING CAPACITY OF 2000 sf, THIS IS CONSISTENT WITH THE INITIAL VISUAL OBSERVATION w/ STUCCO FIN. - 2'-0" OF SITE AND FAMILIARITY WITH THE AREA. I J I IN ADDITION; PER SECTION 2403.1 SFBC, AT THE TIME OF CONSTRUCTION, THE ARCHITECT OF " ' 12"X16" CONIC. FTG. w/ 2#5 CONT. & I EI,ORJ I fa #4 TRANSV. @ 48: o/c-TYP. I I 02 11-17-00 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: THE DESIGN IS BA B-1: 8X12 CONIC. BM. _ - - - U I I I N o 2 #5 TOP & 2 ##5 BOTTOM I 6 #4 STIRRUP @ 4" c/c - - - @ EA END & BAL. @ 12' FOR CONSTRUCTION OF A NEW GROUND FLOOR SLAB, CLEAR, REMOVE AND DISPOSE OF ALL VEGETATION, _ = CONSTRUCTION EL. 0'-0" I E HOOK TOP BARS @ENDS ORGANIC SOILS AND DEBRIS. FILL AND BACKFILL IN LAYERS NOT GREATER THAN 12 IN. LOOSr - Ifs fc I IF SPLICE REO'D.-SPLICE THICKNESS WITH STRUCTURAL FILL MATERIAL AND COMPACT TO 95% MAXIMUM DENSITY. - - ---' ' I I TOP BARS @ MIDSPAN & ' - BOTTOM BARS @ SUPPORTS I I MIN. 24" LAP SPLICE I 000 fc I I 4" concrete slab w/ 6X6-W1.4X1.4 @ mid-depth of slab over 6 mil. vapor barrier on well-compacted soil I I fc see sections for additional slab reinforcing I o 8"X12" POURED CONIC. COL. 6#5 VERT. & #3 STIRRUPS o @8" (4"0 SPLICES) HA KT A T �1 ®R HUMANH T Y ®1" (GarEA ll IER MllAME, �NQ I I fw j I fc : 9350 DADELAND BOULEVARD GROUTED CELL LOCATION-TYP. 8" CMU W/ 1#5 048"C/C MAX. SUITE ZOO I I MIAMI FLORIDA IN GROUTED CELLS & No. 9 Ladder Type I MIAMI,670-2224 LRIDA 33256 I I fc JOINT REINFORCING @16"O/C-TYP. (DI AGENT: ANNE MANNING, EXECUTIVE DIRECTOR O a E I I E SEE SECTION @LEFT FOR GENERAL BUCKLIERARc ifs fw I NOTES HITIEL;T5 I I1 00 Madeka Avenue Stine R C;®>i ml Ga bReo, lFg®rka 33304 48 BAR DIA. LAP SPLICE (JJ 305) 64 v o04A® 1Fzz 4,42o6757 4" CONC. SLAB w/ lulu Lfc fc fc fc fc fc fc fc fc fc fc — I x—x x x 6X6 X1.4 X1.4WWF 8" TE w/ 1 ##5 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0- - - O — — — — —fa - -�- -f� w BROOM FINISH b c~n CJ CONTINUOUS — — — — — — — — — — — — — �' 6 ml. vapor barrier -- Project Data: fc 1't 6" �O fa x x x x x x x Site Address: 60 9 SW 63 d TERRACE, MIAMI, FLORIDA s 3 r well-compacted base � '" = Work Description: New One Story Single Family Residence SEE COMPACTION NOTES S1 , e Property Owners: HABITAT FOR HUMANITY OF GREATER MIAMI, INC. 1 3'-2" 4'-0" 3'-2• 6'-3" 3'-4" 1'-°" 2'-4" -0" 3'-2" 3'-3" 8' o mosonary op g. mosonary op g. mo son ary op g. m.o. m.o. .I o Architect of Record: Paul W. Buckler AR13708 12"x16" continuous concrete 8" TE w/ 1{/5 cant. L — — — — — — — — — — — — — J footing w/ 2#5 cont. & #4 � ����������0, Project Date: 3-31-00 transv. X48" o.c.-typ. �� `�� 1 F�,�Q ,�'� Revisions: A S1 '—� � Q �111i7 �� �2 11-17-00 4" wont slab w/ 6x6x1.4wwf 3'-0"X3'0"X1'-0° CONIC. �t, Q'r (�(�C � t: on well-compacted fill FTG. w/ 3 #5 E.W. TOP & `V 42'-4" o D S BOTTOM .�• � 0trugtu�zR Foundzdan � an TRUCTURAL PLANS SCALE: 1/4" ' w ���� O D D p� / N SCALE: 3/4" 1'-p,. RO V9,