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00-1397-018 PLAN NOTES W- N 8'-0" GENERAL STRUCTURAL NOTES: Fil 16 x12" conc. ftg. w/ 2 # 5 cont. "DTC"t 1. GENERAL A. The Contractor shall field check all dimensions on the structural drawings 8'-0" 4" cons. slab w/ 6x6 10/10 w.w.m. on well compacted \ and verify sams on the architectural set. -Architectural details such as; ZUBILLAGA DESIGN Inc. and termite treated clean soil. slab depressions, waterproofing, curbs, mechanical openings, fascia framing and bracing shall be installed as shown on the architectural set. 3191 CORAL WAY, SUITE 403 1 6 3 8% 12" conc. column w/ 4 # 5 vent. & # 3 ties hor. @ 12" o.c. \ TB B. The contractor shall be responsible for shoring and bracing to ensure safe MIAMI, FLORIDA . 33145 working conditions at all times. All construction shall conform to the South TEL 305-443-6160 Florida Building Code. 44 Tie–in new floor with exist'g. adjacent floor. G 2. CONCRETE ❑5 1 # 5 re–bar in conc. filled block cell as reinf. where indicated. \'�'Q A. All cast–in–place concrete in this job shall attain a minimum compressive 8 1 0 :F,Q strength (f c) at 28 days of 3000 p.s.i. ARCHITECTURE 0 Exist'g. res. 8" c.b.s. wall. \�'9 EXISTING WOOD TRU SES @ 24" O.0 B. Concrete work shall conform to all requirements of ACI 301 CERTIFICATION No. AA0003002 specifications for structural concrete building. 3'X5' conc. stoop with 8"x10" thickened edge w/ 1#5 cont. \ 3. REINFORCING STEEL P O a New. 8" c.b.s. wall. DL + LL = 550 lbs. A. Reinforcing steel shall be detailed and placed in accordance with ACI 318 – p -I Net uplift= 700 LBS 99 & 318R – 99. 4" conc. slab w/ 6x6 10/10 w.w.m. over exist'g. 4" conc. slab. B. Reinforcing steel shall be deformed bars conforming to ASTM A 615 grade 60, unless otherwise noted. u \ 10 16"x12"x8" conc. column w/ 8 #5 vert. & #3 ties ® 12" o.c. \ C. All welded wire fabric shall conform to ASTMA 185. \ D. Reinforcing to be securely in position with standard accessories during placing \ of concrete. 5 I 3 4 \ E. All bottom bars shall bear 6" minimum over supports. 1 m 4. MINIMUM CONCRETE OVER REINFORCING MINIMUM CLEAR COVER (In.) - ----- - V_ _. - 6 \ A. Concrete against and permanently 3 „ exposed to earth (unforced faces)TFrT TFF 1 C-4$$ B. Concrete exposed to earth or weather 4" I U (formed faces) 0 \ a. #6 bars and larger 2 L _E b. #5 bars and smaller 1 1/2 CD — PIGGY BACKS @ 2 " O.0 C. Not in contact with ground 3/4 0 I 3 I U b. Beams Structural and slabs Columns walls co COLUMN 3U 0 / (Primary reinforcement, ties stirrups & spirals) 1 1/2 #3 TIES HOR. @ 12" O.C. c. Slabs on grade over vapor barrier 1 1/2 p "DTC" ty . ILJ (n 5 / 5. MASONRY «++" A. Hollow concrete masonry units shall be of a quality of at least equal to that -N required by ASTM C 90 "standard specifications for hollow load bearing N ^ \ / concrete masonry units". N 4#5 VERT. i- B. All mortar shall comply with the property and proportion specifications of ASTM +� 1 I \ 00 C 270. Except that slag cements shall not be used. Mortar for exterior W I I m walls shall be type M. For interior load bearing walls the mortar shall be 1771171 777,�;W C-4 114 00 a / type M, S, or N. o -� N N I NEW CONC. FOOTING 4 g EXIST. FOOTING C. Whenever anchor bolts are to be set in masonry, two cells at the setting 2 location shall be filled with concrete. • D. Grout for masonry units shall conform to ASTM C 476 and shall attain a compressive strength of f'c = 3000 p.s.i. at 28 days. ° ° SEE ATTACHED STRUCTURAL E. Prism strength of masonry units shall be min. of f'm = 1500 p.s.i. CALCULATIONS FOR LOADS F. Maximum pour lift for masonry units & grout pour height shall be 4'-0" #4 ® 12" EW TOP \. rCRITERIA G. Slump 9" f 1" c 0) 5 �- o 0� O 3#5 EW BOTT 0 6. STRUCTURAL STEEL 'v 4,> A. Structural steel work shall comply with AISC "specifications for the design, TTW EB fabrications and erections for buildings" as it appears on the manual of steel 8 19'-6" NEW CONC. FOOTING ---7- OOTING / construction. 3 2 –0'x3'-0 x2 –0" / B. Structural steel shapes, bars, plates and pipes shall conform to ASTM A 36, — OF GIRDER ABOVE TB FY = 36 KSI. C. Structural steel tubing shall conform to ASTM A 46, FY=46 KSI. V " 7. STRUCTURAL LUMBER w L- FOOTING DETAIL 11—�'- 11 A. Quality of wood to conform with South Florida Building Code 6 3 4 0 - edition & national design specs (NDS) 1997 edition. 3 1 B. Wood shall be of a grade of not less than 1,000 p.s.i. of normal extreme 7'-8" 5'-4 fiber stress. ROOFFRAMING PLAN 1/411—_�1–Ot1 C. All wood in contact with concrete or masonry shall be pressure treated. 2'-0"x3'-0"x2'0" DEEP D. All lumbers shall be southern pine structural grade No. 2 DATE: 10-25-00 W/ 3#5 EW BOTT. 8c 8. WOOD TRUSSES 1 " W T tt_ 1 tf A. Trusses to be designed & fabricated to meet the requirements of national design REVISIONS: FOUNDATION �L -/'F —1 –0 specifications for structural grade lumber & its fastenings & timber construction standard by TPI. Trusses shall be designed for superimposed loads indicated in plan. & 03-02-01 B. Trusses shall be engineered to span the configuration indicated on drawings, provide (3) copies 24"x36" of truss drawings & Engineer's calculations with seal of Registered Engineer in the State of Florida for Architect's approval prior to fabrication . C. All roof joists, trusses, lookouts, beams & girders shall be secured with approved metal ties, clips & anchors at connections. (See connection notes & details). SCALE: NOTED SOIL STATEMENT: 1o" OPENING 1o" /4" 0 OPENINGS BY: O.D. MIN. MIN. Upon visual inspection, it is determined that soil at this site consist LS & HIT — HY150 vER vER of sand and rock adequate to support the design load load of 2000 p.s.i 5/8" 0 A 307 THRU BOLTS ANCHOR BY HILTY. JUAN J. ZUBILLAGA If other conditions are encountered, notify architech inmediatly before MATCH TOP ELEV. – proceeding with work. – REG. ARCHITECT After excavation architect should submit a letter to the building officials 2 #5 DOWELS AR 14142.` attesting the veridity of this soil statement. ° ° ° °a exist g. t ° 2 #5 CONT. s a ° conc.beam ° d d ..4 . +: y STEEL E'S ® EA SIDE 5/8" TH x 10" CONT. ° o ° — �� x W/ 5/8" 0 A 307 THRU BOLTS & NUTS @ 12' O.C. — _ _ _ _ _ a — zd—. —3- - - - - - - tty� STAGGERED @ EXIST. CONC. BEAM ABOVE OPENING. a ai 2 #6 x 36"dowels EXISTING I NEW CONC. FOOTING N top & butt. drilled ©Its" I- F y into exist'g. for 6"min. E'S .�t `f` x • �� STEEL 'S ® EA SIDE 5/8" TH x 10" CONT. ` . . W/ 5/8" 0 A 307 THRU BOLTS & NUTS @ 12" O.C. p ' STAGGERED @ EXIST. CONC. BEAM ABOVE OPENING. H"x12" conc. & set w/ hilty - 150 BENT P 1/4"x8" BENT P 1/4"x8" TOP. OR BOTT. OF 1'-0" 1'-0" 1'-0" 10" LONG. GALV. LONG. GALV. GIRDER TRUSS FTG. CONN. DETAIL 1/2"=11-011 column adhesive anchor by hilty TYP. TYP. TYP. MIN. (AL) 6x4x1/2x8" —GALV. CONSULTANT: LLV a EXIST. CONC. T.B. CONC. BEAM e ° D ° exist'g. GIRDER TRUSS 5/8" 0 A 307 THRU BOLTS CONC. BEAM 2 #5 x 2'-6" DRILLED conc.ftg. / # EXIST. C.B.S. WALL INTO EXISTING CONC. T.B. WALL ROUTEDIDEOCK CELL NEW OPENINGS INSERT I #EXIST. SET IN HIT — HY150 ADHESIVE 8" INTO T.B. AND FTG. WALL, USE H–STRENGHT EPDXY 6" 2'-6" ANCHOR BY HILTY TO SET, OVERLAP #5'S & MIN OF 30" ® TOP & BOT. #3 TIES Q 12" ° a TW. GIRDER TRUSS TO T-BM. ANCH. 3/4►1_11.011 s _4 11=11-011 ` � � ° ° °� ° ' ° ° ° CONC. COL. TO EXIST'G. DETAIL n.t.s. PAGE #: TIE BEAM DETAIL 3 4 EXISTING NEW CONC. T. B. �I� S-1 T-BM. CONT`T. DETAIL 1/2'1=11-011 3,-6