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00-1397-007 PLAN NOTES ----- - - -- 8'-0" GENERAL STRUCTURAL NOTES: 1 16 x12" conic. ftg. w/ 2 # 5 cont. - 24"x 36"x 24" deep "DTC"t 1. GENERAL Z, w/ 3#5 e.w. @ bott. & A. The Contractor shall field check all dimensions on the structural drawings 8P-01) #4 @ 12" e.w. top ❑2 4 cone. 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, mechan�' oper-ing°,_ fascia-'romin�--- 1 and bracing shall be installed as shown on tGe-architecturai set_ _ 3191 CORAL WAY, SUITE 403 6 \ B. The contractor shall be responsible for shoring and bracing to ensure safe - MIAMI, FLORIDA . 33145 3❑ 8"x 12" conic. column w/ 4 # 5 Vert. & # 3 ties hor. @ 12" o.c. TB P � _ g.. _ _ - II working conditions at all times. All construction shall conform to-fne 5outn TEL. 305-443-6160 \. ® Tie—in new floor with exist'g. adjacent floor. Florida Building Code. C 2. CONCRETE 3 ❑5 1 # 5 re—bar in conc. filled block cell as reinf. where indicated. � A. All cast-in- lace concrete in this job shall attain a minimum compressive strength (f c) at 28 days of 3000 p.s.i. ARCHITECTURE �6 Exist g. res. 8 c.b.s. wall. y XISTIN WOOD TRUSSES Ca 24" 0.6, B. Concrete work shall conform to all requirements of ACI 301 �j- specifications for structural concrete building. CERTIFICATION No. AA0003002 8 ❑7 3'X5' conc. stoop with 8"x10" thickened edge w/ 1#5 Cont. \ 3. REINFORCING STEEL 1171771 v11111 p F8 New. 8" c.b.s. wall. DL + LL= 550 lbs. \ A. Reinforcing steel shall be detailed and placed in accordance with ACI 318 - Net uplift = 700 LBS \� 99 & 318R - 99. N �9 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. 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 E. All bottom bars shall bear 6" minimum over supports. 3 4 d- \ 4. MINIMUM CONCRETE OVER REINFORCING MINIMUM CLEAR COVER (In.) 6 \ A. Concrete against and permanently 3 \ exposed to earth (unforced faces) 11J 16'-4" B. Concrete exposed to earth or weather -7 TTff 71 U C/) (formed faces) — O \ a. #6 bars and larger 2 LL_ O N b. #5 bars and smaller 1 1/2 t� PIGG BAC S @ 2 "O.C. C. Not in contact with ground 3/4 4 O a. Structural slabs & walls I 3 Y �:: / b. Beams and Columns (0 COLUMN 03 U (� (Primary reinforcement, ties stirrups & spirals) 1 1/2 yyy 75 #3 TIES HOR. @ 12" O.C. c. Slabs on grade over vapor barrier 1 1/2 p "DTC" typ. 5. MASONRY 5 A. Hollow concrete masonry units shall be of a quality of at least equal to that required by ASTM C 90 "standard specifications for hollow load bearing Q) concrete masonry units". N O 4#5 VERT. v / B. All mortar shall comply with the property and proportion specifications of ASTM °' -+-' t 1 \ 00 = / C 270. Except that slag ements shall not be used. Mortar for exterior U) 1 71,07,7777117 %d• EL walls shall be type M. For interior load bearing walls the mortar shall be N d °D / type M, S, or N. 0 E N N I NEW CONC. FOOTING ! EXIST. FOOTING C. Whenever anchor bolts are to be set in masonry, two cells at the setting 0) O location shall be filled with concrete. 00 N D. Grout for masonry units shall conform to ASTM C 476 and shall attain a o / 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" I� #4 ® 12" EW TOP �P CRITERIA G Slump 9" f 1" O 3#5 EW BOTT klv' 6. STRUCTURAL STEEL j A. Structural steel work shall comply with AISC "specifications for the design, Q fabrications and erections for buildings" as it appears on the manual of steel 8 9'-6» NEW CONC. FOOTING construction. rA 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. �- 11 1 ('�II 7. STRUCTURAL LUMBER 0 P ❑ '-� —lJ A. Quality of wood to conform with South Florida Building Code L FOOTING DETAIL 3/4 3 1 6 1994 edition & national design specs (NDS) 1997 edition. B. Wood shall be of a grade of not less than 1,000 p.s.i. of normal extreme 8t-01P -O fiber stress. ROOF FRAMING PLAN 1/411_11-011 C. All wood in contact with concrete or masonry shall be pressure treated. 24"x 36"x 24" deep D. All lumbers shall be southern pine structural grade No. 2 DATE: 10-25-00 w/ 3#5 e.w. @ bott. & 8. WOOD TRUSSES #4 @ 12" e.w. top A. Trusses to be designed & fabricated to meet the requirements of national design REVISIONS: specifications for structural grade lumber & its fastenings & timber construction standard by TPI. Trusses shall be designed for superimposed loads indicated in FOUNDATION PLAN 1/4"=1'-0" plan o 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: 10" OPENING 10" /4" 0 OPENINGS BY: O.D. MIN. MIN. Upon visual inspection, it is determined that soil at this site consist MRLAP DVERLAP LS & HIT — HY 15 0 of sand and rock adequate to support the design load load of 2000 p.s.i. 5/8" 0 A 307 THRU BOLTS J.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 14147 ° exist' { " attesting the veridity of this soil statement. ° a °° g• a 2 #5 CONT. .�� ° ° ° conc.beam STEEL VS @ EA SIDE 5/8" TH x 10" CONT. W/ 5/8" 0 A 307 THRU BOLTS & NUTS @ 12" O.C. STAGGERED @ EXIST. CONC. BEAM ABOVE OPENING. ° ° a d v , N 2 #6 x 36"dowels ;. : 1 EXISTING I NEW CONIC. FOOTING top & bott. drilled G ` ' � ­' 7 1 11 STEEL f2'S © EA SIDE 5/8" TH x 10" CONT. I into exist g. for 6 min. i'i. ; �•.- s W/ 5/8" 0 A 307 THRU BOLTS & NUTS ® 12" O.C. Q STAGGERED EXIST. CONC. BEAM ABOVE OPENING. 8"X12" conc. & set w/ hilty - 150 BENT P 1/4"x8" BENT P 1/4"x8" TOP. OR BOTT. OF 1 I 11 ti 1'-0" 1'-0" 1'-0" 10" LONG. GALV. LONG. GALV. GIRDER TRUSS FTG. CONN. DETAIL 1/2' =1 -0 column adhesive anchor by hilty TYP. TYP. TYP. MIN. GALV. 6x4x 1/2x8" GALV. 6x4x 1/2x8' CONSULTANT: (LLV) (LLV) + ♦ a a EXIST. CONIC. T.B. CONIC. BEAM ° exist'g. GIRDER TRUSS � D ° N ' 5/8" 0 A 307 THRU BOLTS CONC. BEAM o 2 #5 X 2'-6" DRILLED conc.ftg. EXIST. C.B.S. WALL _ _ INTO EXISTING CONIC. T.B. NEW GROUTED BLOCK CELL W/ 1 # 5 VERT. IN EXIST. SET IN HIT — HY150 ADHESIVE WALL @ EA, SIDE OF NEW OPENING. INSERT # 5 MIN. ANCHOR BY HILTY 8" INTO T.B. AND FTG. WALL, USE H-STRENGHT EPDXY 6" 2'-"6" TO SET, OVERLAP #5'S & MIN OF 30" @ TOP & BOT. TI #3 TIES @ 12" 0 e s e TYP. GIRDER TRUSS TO T-BM. ANCH. _ 4►1_1}_011 TIE BE DE "_ CONIC. COL. TO EXIST'G. DETAIL n.t.s. PAGE #: AM TAIL 3 4 1 O EXISTING I NEW CONIC. T. B. dI� S-1 = T-BM. CON .I . DETAIL 1/211=11-o1' 3-6