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00-1397-001 PLAN NOTES 8,—O„ GENERAL STRUCTURAL NOTES: "DTC 1 16 x12" conic. ftg. w/ 2 # 5 cont. "t 1 GENERAL . 24"x 36"x 24" deep A. The Contractor shall field check all dimensions on the structural drawings „ w 3 5 e.w. @ bott. & 2 4" conic. slab w 6x6 10/10 w.w.m. on well compacted \ and verify sums on the architectural set. Architectural details such as; ZUBILLAGA DESIGN Inc. _O / " ❑ / slab depressions, waterproofing, curbs, mechanical openings, fascia framing 3191 CORAL WAY, SUITE 403 #4 @ 12 e.w. top and bracing shall be installed as shown on the architectural set. ol and termite treated clean soil. MIAMI, FLORIDA . 33145 " B. The contractor shall be responsible for shoring and bracing to ensure safe TEL. 305-443-6160 1 6 3❑ 8"x 12" Conic. Column w/ 4 # 5 Vert. & # 3 ties hor. © 12 o.C. TB working conditions at all times. All construction shall conform to the South —� Florida Building Code. ❑ Tie—in new floor with exist'g. adjacent floor. 2. CONCRETE ��G' _ — — � .� I A stlrength cast-in-place at 28 days of 3000,p job attain a minimum compressive ARCHITECTURE F3 F ❑5 1 # 5 re-bar in conic. filled block cell as reinf. where Indicated - �`� q XIS WOOD TRU SES 24" O. B. Concrete work shall conform to all requirements of ACI 301 CERTIFICATION No. AA0003002 8 10 �� ❑ Exlst'g. res. 8" c.b.s. wall. ` specifications for structural concrete building. 3. REINFORCING STEEL p ❑7 3'X5' conic. stoop with 8"x10" thickened edge w/ 1#5 cont. 8 I I DL+ LL= 550 IbS. �\�\\ II A. Reinforcing steel stee99 hall be detailed and placed in accordance with ACI 318 — p 8 New. 8 c.b.s. wall. _ \I o ❑ Net uplift- 700 LBS I .I p � B. Reinforcing .steel shall be deformed bars conforming to ASTMA 615 grade /007 711111 C,4 ❑9 4" cone. slab w/ 6x6 10/10 w•w.m. over exist'g. 4" conc, slab. Ell unless otherwise noted. ,r \ II \ C. All welded wire fabric shall conform to ASTMA 185. P 1 10 16"x12"x8" conc. column w/ 8 #5 Vert. & #3 ties @ 12" o.c. _ - l�"JJ �� D. Reinforcing to be securely in position with standard accessories during placing \ I \ of concrete. I II E. All bottom bars shall bear 6" minimum over supports. ) t } 5 4 m 4. MINIMUM CONCRETE OVER REINFORCING <,•MlglMUM CLEAR COVER (In.) II 3 al 3 A. Concrete against and permanently � � _— — •�\ exposed to earth (unforced faces) ��� `� B (formed faces) to earth or weather F T TTFM�Ulff U N L� 16'-4" — - 01I a. #6 bars and larger 2 7"Ml IT, w O b. #5 bars and smaller 1 1/2 — �iTI�T O N 2 " O.C. -- C. Not in contact with ground 3/4 , E L_ ____ I — — U W{I @ a. Structural slabs & walls a co b. Beams and Columns ,� M U / (Primary reinforcement, ties stirrups & spirals) 1 1/2 I L�J I I COLUMN 30 — III / c. Slabs on grade over vapor barrier 1 1/2 A, 6 #3 TIES HOR. @ 12" O.C. t�I JJ "DTC" —— / 5. MASONRY A. Hollow concrete masonry units shall be of a quality of at least equal to that +� 5 = �I concrete masonry units required by ASTM C 90 "standard specifications for hollow load bearing Ij B. All mortar shall comply with the property and proportion specifications of ASTM C: 4' 4#5 VERT. w ; C 270. Except that slo cements shall not be used. Mortar for exterior 2 / walls shall be type M. For interior load bearing walls the mortar shall be o � p % type M. S, or N. 1171;7o W1171 191 It -- C. Whenever anchor bolts are to be set in masonry, two cells at the setting � `, � N N I NEW CONC. FOOTING EXIST. FOOTING II / location shall be filled with concrete. ° ��� —— ,, / D masonry units all conform strength f'c 3000 p.s i T C and shall attain a . at28day compressive o U) ••° ' • /// E. Prism strength of masonry units shall be min. of f'm = 1500 p.s.i. c SEE ATTACHED STRUCTURR.L F CALCULATIONS FOR LOADS F. Maximum pour lift for masonry units & grout pour height shall be 4'-0" CRITERIA G. Slum p 9" c (n o #4 @ 12" EW TOP 6. STRUCTURAL STEEL A. Structural steel work shall comply with AISC "specifications for the design, 3#5 EW BOTT �\C\ ,\�� II fabrications and erections for buildings" as it appears on the manual of steel — _ — construction. FA 19'-6" NEW CONC. FOOTING B. Structural steel shapes, bars, plates and pipes shall conform to ASTMA 36, � � — 2'—O"x3'—O"x2'-0" '/ FY = 36 KSI. 3 TB g 0 OF GIRDER ABOVE '' „ C. Structural steel tubing shall conform to ASTMA 46, FY=46 KSI• w I - � - — � 7. STRUCTURAL LUMBER A. Quality of wood to conform with South Florida Building Code D_ — 11 1 11 1994 edition & national design specs (NDS) 1997 edition. I - — — — FOOTING DETAIL 3/4=1_ao- -_ — 1 6 B Wood sthesls be of a grade of not less than 1,000 p.s•i. of normal extreme '- 3 ' + C. All wood in contact with concrete or masonry shall be pressure treated. 81—Opt ROO FR u-, ING P IAN 1 —O t D. All lumbers shall be southern pine structural grade No. 2 DATE: 10-25-00 24"x 36"x 24" deep 8. WOOD TRUSSES W/ 3#5 e.w. © butt. & A. Trusses to be designed & fabricated to meet the requirements of national design REVISIONS: specifications for structural grade lumber & its fastenings & timber construction #4 @ 12" e.w. top standard by TPI. Trusses shall be designed for superimposed loads indicated In plan. 1Q 03-02-01 1 11_11_OII B. Trusses shall be engineered to span the configuration indicated on drawings, /L� ll_ 1 li providg (3) copies 24"x36' of truss drawings & Engineer's calculations with seal Q 04-27-01 FOUNDATION PLANT _ RUSS TO T-BM. ANCH. TYP. GIRDER T of Registered Engineer in the State of Florida for Architects approval prior to — fabrication . -- ---- C. All roof joists, trusses, lookouts, beams & girders shall be secured with a proved metal ties, clips & anchors at connections. (See connection notes & details). SCALE: NOTED I SOIL STATEMENT: ) A" 0 OPENINGS % � •• �� BY: ` O.D. lu OPENING Upon V sual inspection, it is determined that soil at this site consist LS & HIT - HY150 MIN. ' MIN. vERV+r VERLA of sand and rock adequate to support the design load load of 2000 p.s.i ANCHOR BY HILTY. JUAN J. .-''ZUBILLAGA 5/8" 0 A 307 THRU BOLT- If other conditions are encountered, notify architech inmediatly before MATCH TOP ELEV. _ REG. 'ARCHITECT / proceeding with work. 2 #5 DOWELS ARC 14147 After excavation architect should submit a letter to the building officials eXISt'r�. t attesting the veridity of this soil statement. a conc beam CD STEEL I2'S @ EA SIDE 5 8" TH x 10" CONT. a— _ t a a n- - a — - - - - -`L- - - -a . W 5/8" 0 A 307 THRU BOLTS & NUTS N 12" O.C. U7 2 #6 x 36"dowels STAGGERED © EXIST. CONC. BE4M AE30VE OPENING. I N W a" 9 v°^ 11914^ EXISTING NEW CONC. FOOTING 4 -3— I top & bott. drilled , ry 6 'h"(TYP.) ®I® 0 2 into exist'g. for Tmin. TOP OF CONC. — BEAM `• tt n — x A - - - 8x12 conc. & set w/ hilty 150 STEEL fl?'S @ EA SIDE R5 8" TH x 10" CONT. Q5 1 �d t �a rc W/ 5/8" 0 A 307 THRU BOLTS & NUTS @ 12" O.C. 1 , STAGGERED @ EXIST. CONC. BEAM ABOVE OPENING. ` 1 n 11—_�I—OII ', ;•1/2" -�P, / column adhesive anchor by hilty 20 GA. SHEET FIG. CONN. DETAIL 10" 3116" -"----- --- CONSULTANT: _ 5 METAL TYP. TYP. TYP. MIN. 8 3 era• 4�a• EXIST. CONC. T.B. - MIN. EMBED)AENT, 4" 9tr4^ 314" _ _ (TYPICAL) (n ' ° 9 2 w + '1~ , a ° _ = TWO PLY TRUSS THREE PLY TRUSS exist g. , t � (MAX. UPLIFT = 5,E3013-*) (MAX. UPLIFT = 7,Z0❑#) ��. �1 / N conc.ftg. S ECTI D N A - A � 2 #5 x 2'-6" DRILLED INTO EXISTING CONC. T.B. 5/8" 0 A 307 THRU BOLTS SET IN HIT — HY150 ADHESIVE EXIST. C.B.S. WALL NEW GROUTED BLOCK CELL W/ 1 {� 5 VERT. IN EXIST. SCHEDULE ANCHOR BY HILTY WALL @ EA, SIDE OF NEW OPENIIJG. INSERT # 5 MIN. 6" 2'--6'� 8" INTO T.B. AND FTG. WALL, USE H—STRENGHT EPDXY MARK DESCRIPTION MARK DESCRIPTION #3 TIES @ 12" TO SET, OVERLAP #5'S & MIN OF 30" ® TOP & BOT. ANGLE 3x3 x1 is W EXTEND LEG. 5/8" 0 HILTI KWIK BOLT ° 1 F x 36 ksi SEE DWG. 5 CARBON STEEL 2 REQ'D STEEL PLATE 9 3/4'"x4-'x 17-4 2 F x 36 ksi 6 PREFABRICATE T1h0 OR THREE PLY TRUSS. � � r �, ,� � COL.STEEL PLATE 11 3/4 x4 x3/8 _ � MIN. 5/8" EXTERIOR GRAPE PLYWOOD, I -��° � °' �. CONC. COL. TO ENIST'G. DETAIL n.t.�. PAGE #: 3 F x 36 ksi - - -S�- _PLAN FOR NAILLING REVS �� MTV R !^ c7�� ry II__11 11 ONE 1 3 8 DIAMETRU BOLT FC�R -TWO 8 _ MIN 8-x12 CONCRETE TIE BEAM ^_^ - _ S-1 1J Bl1CblY1 DETAIL 1 -�_ PLY TRUSS _(F'r = 3000 psi, MINIMUN) EXISTING_ I NEJV CC)i�1C. 1 . B. I TI 3 4 ------- -- 4 ONE 1 3/4 DIAMETRU BOLT FOR THREE g CONCRETE MASONRY BLOCK j��/� (��j�� 1�'T' T PLY TRUSS - T-BM. Cvll�l� . D1_�lAli 1/211_z l-all 3-6 - _ _ - - = GIRDER T F� LJ S 5 A N I i 0 F?A S E D E TA I L N .T. s -