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5903 SW 66 ST GREEN TREE-003 ^ - - ---- - ~ AT OPEN PORCH CEILING PROVIDE 5/8" CDX PLYWD. B SOFFIT wl 8D COMMON NAILS A2 @ 6" o/c TO BOTTOM CHORD SEMCO TAPL 16 STRAP � - ' - ~ ' . � « - . SHORT TRUSSES OFF � -44,1 � 7 Thome drawings are intended to show the general arrangement, design and extent Of the work and are partially diagrammatic, They are not intended to be aon|ed for rough-in measurements, or to serve as shop drawings. DADE CO. PRODUCT APPROVAL (TA7E -i2&16) 95-OB18.11 16crA|�� \�� STRAP,?. All ° - ` | construction shall be in occord—onc-e with -- South ---�� f4} 7Od N�|L� |Q5L4T - - - determined � O�� with �� 7-8� / rr | L�� 1-26-00 UPLIFT 2590 LB 2 z � The contractor shall verify all existing conditions and dimensions prior to starting any work and notify the architect of any 3225 LB discrepancies between these plans and the existing conditions. The contractor is responsible for the protection of the � SEMCO TAPL 6 */ 11) 16D existing atmdUr8 during construction when applicable. ! ' '' ~° 5 PLACES | The contractor is responsible for the construction /neons and methods and job site safety. The contractor shall exercise DADE CO. PRODUCT APPROVAL (TAPL 12&16) 95-081811 / OU due COrR during demolition, excavation and CVnStrUC|[0n to protect workers and existing C0OSt(UCti00, The ,3`-O~ EDGE 8c RIDGE ZONE: NET UPLIFT 51.5 POP contractor shall not load new or existing structures beyond their designed copocity. The contractor yhoU be responsib|e | for all shoring and bracing required during construction, The contractor shall attempt to locate concealed and Underground pipea, conduits, etc prior to commencement of any work. UPLIFT = 2205 LB ! DL + LL = 2750 LB The contractor is responsible and shall comply with \h� safety requirements of SFBC Chp. 33 and nU applicable state, |ouo| � 3EMCO T4PL16 w/ (�) 16D plus and federal codes. ' ' � �E�CO TAPL 12 �/ (�) 16d i WRAP TAP12 STRAP OVER BOTTOM CHORD � o�os cu �nouucr �ppnov�� Compr�sm\vc �t/en��h of coocr�� o[ 28 do�� hoU b� 3O�O psi �U roncre�� ork shoU conform to AC| JO1 (n^pL 12&16) 95-081811 � Sp8C\fiC0tl0ns V,0.0. Concrete slump ShU|| be J^ (f/-)1^ for footings and G|ObS On grade; 4" /f/-) for oil other concrete. � � All reinforcing steel ShnU conform to ASTM-A-515 grade 60 and ShOU be 08w. fabricated and detailed in OCCOrdOOCe with � � ACI 315� Welded wlrR fabric shall Conform to ASTM A-185 and shall be SUDD0r8d On pieces of brick at a min, | spocin of �D^ c/c eo. wo� �op fobric u m�imum o< � incbee of the sides ��ere s�e� n�nkx�n� bors ore i indicated t0 be set in ep8xK SyStem 3hOU be HOti HSE 2411 Epoxy System or 8qUU| i0S[OUed to the cLopso cEIuwG-mac x-o 0onUfoCtUre/vS /8CO01rne0dO1i0Ms. | All structural steel shall C0OfOmn with ASTM A-36 for plates and shapes and to ASTM A-500 for rectangular tubing, Round / pipes shall conform with ASTM A-53, ADChO( bolts shall conform to ASTM 4r375 and ShQU be bearing bolts. U.n.O, All welding ShOU be in accordance with AWS standards and shall be performed by certified welders. ~ � All S(0CtUr0| steel Sho|| be shop primed with O corrosion inhibiting primer and pointed with an compatible point as required � by the architect and/or owner. Surface prep9rOti0n, priming and painting 5h0U conform to the requirements of the Al 03 | � ��P� /A| structural steel columns shall be concrete filled. ` � Splices in reboro shall be o minimum of 36 bar diameters ua.o. All hooks in rebom yhoU be standard A] 318 hooks. Concrete coverage over reinforcement ShQU be OS follows: | Bottom and top of footings: 3" | Ties in columns and Stirrups in beams, 1-1 /2^ � Bottom Reinforcement for ground floor slabs: 7" Other S|Ob reinforcement- 1-117" ONE (1 ) NET UPLIFT 27 PS � All masonry xmUs shown on the structural drawings are |mod bearing (U.nV] and shall be in place prior to forming and � placing CD0C(ete in beams or columns. Provide NO. 8 Truss-type joint reinforcement at 15~ r/' in all walls and leave extended 4~ min, into tip columns. . � Prefabricated wood trUSS9S ShoU be designed and fabricated in accordance with the design gp:dfiooiiOnS for metal plate @ o/c THROUG OUT NOTE- USE 16d common NAILS @ connected wood trusses of the Truss Plate Institute and all other requirements of the 5FBC. Trusses ohuU be designed ALL 2 X TRUSS MEMBERS- � for the Live and Dead |nods indicated in these drawings and for wind uplift as indicated on the structural roof IF CLINCH ALL NAILS plan. The truss mOnUfOCtUr8[ ShOU submit Signed and sealed shop drawings byo .Florida registered engineer indicating � layout, spacing method of OftoCh0eni and special bracing required during construction and any other pe�inen8[ | io�rmotion. Submit o minimum of /l\ signed and oeo|od a�t� to the architect. ' /\ ` ' AVAIL. FROM STRAP MFR. | /lK. 1-2Q-OD | � Plywood d aphrog ShnU comply with the design recommendations Of the AnnericarPlywood Association/Construction \�- 3^-0^ EDGE 8c RIDGE ZONE' NET UPLIFT 5� 5 P5F � Diaphragms Edition and the 5FB[ Plywood deck shall be continuous over two continuous spans and placed with the face ' � i grain perpendicular to the supports. Connect deck to supporting structure and t8 wood blocking where applicable Roof Frzmk' &!Rzn with 8d common 8oi|o spaced OS indicated in drawings, zc All lumber or plywood in contact with conoreto, stucco, masonry or other oemaOtiouo motmrlo| ahoU be treated to comply SCALE: 1 /4^ 1'-D" with AWPA Standard LP-2. | 5trOdund wood Shd| have the following min, properties A]|Ow0b|8 flexural stress: 1700 psi - oa A}|owob|e shear ot/o QO psi � ~^ � Modulus of elasticity, 1760000 psi � For CODStrUCtiQD Of the new �rOUOd �00r S|Ob and monolithic footings, �8O[ rS0Om3OOd dispose of all w2g8tOtiOD. O[gOOiC � . | � soils on debris. Fill and bock0| in |oynm not greater 'than 12 inches loose thickness with structural fill and compact to | | grain perpendicular to the supports, Connect deck f0 supporting St[UCtU[e and to wood blocking where applicable L_ � �� maximum density. | Field density (compaction) teats shall be mode for each 2000 square fee{ of fill, Tests shall be made by on independent testing laboratory and shall bear the seal Of o Florida registered engi08e/. Field densities ShOU be compared against | ! the 0VxhnU0 dry soil density as determined in the laboratory byASTM D1557. CONSTRUCTION SEE SECT, A-1 FOR 0- / /\ ``-~-// /.rl 1-26-00 bi � � SOIL STATEMENT III I 1H 11 HI 11111111 1111M 11111111 1H IIHI 11111111 INIHI 11111111 11IFF 11HI 111111111111111111 Q0 11H11111111111111111MI C S— —(Dc— AS ALLOWED BY THE SFBC ED. 1994, 2403.2, THIS PROJECT HAS BEEN DESIGNED USING A MAXIMUM �MOVE . /wv � OF THE SITE AND FAMILIARITY WITH THE AREA, IN ADDITION; � C, AT THE TIME OF CONSTRUC�ON, THE ARCHITECT OF RECORD SHALL SUBMIT TO THE BUILDING OFFICIAL A SIGNED/SEALED LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED � AND THAT THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGNED IS BASE � FOR CONSTRUCTION OF A NEW GROUND FLOOR SLAB CLEAR REMOVE AND D|3pD5� 0F ALL VEGETATION, � . , . CONSTRUCTION EL, 0'-0" E ORGANIC SOILS AND DEBRIS. [| �N� ��K�� |@ ��Y�� T GREATER THAN 1� |� k]O�� /\ � ' 1-26-00 � THICKNESS W||H STRUCTURAL FILL MATERIAL AND COMPACT TO 95% MAXIMUM DENSITY. match 4" concrete slab w/ 6X6-VV1.4X14 @ mid-depth of slab 0 over 6 mil. vapor barrier on well-compacted soil to see secUons for additional slab reinforcing HAWTAT FOR HUMAN= � � � � UU UU uu uu � 002GMATEIR ' I0MQ ! 9350 DADELAND BOULEVARD GROUTED CELL LOCATION-TYP. SUITE 200 , M[A��i FLORIDA 9�� MIAMI, �' . °.�~~ IN GROUTED CELLS & No. 9 Ladder T�pe 305-670-7774 JOINT REINFORCING @16"O/C-TYP. AGENT: ANNE MANNING, EXECUTIVE DIRECTOR CD ! � � � � � ' � � � t Data: .. I-16 Work Description: New One Story Single Family Residence C -2" Property Owners: HABITAT FOR HUMANITY OF GREATER MIAMI, INC. 670-2224 :��O 0 ddress � ~ slab w/ 6x6xl,4wwf � �~` c�' ~ ` . � �~ . zc -- 0 . SCALE 1 /4^ � �'-O° � � - ' .. . � . � ' ` .