Loading...
12-625-0121 Y r NEW 8" CBS WALL 5/8" STUCCO---- -\ 1/2" FIBERGLASS EXPANSION JT- EXISTING FIN. GRADE xI r 1 111111 :-DOUBLE Y BRACING 2 �= 11AFIIF/ANIiilk�w�m` @ O.C. (2)16d NAILS PER CONN. WOOD TRUSSES 5/8" GYPSUM @ 24" O.C. BD. TYPE 'X' FIRE CODE 1" x 4" FIRE STOP TYPICAL ALL EXTERIOR WALLS. 1/2" DRYWALL OVER 3 /4 "P.T. FURRINGS Cal 16" O.C. 4" CONCRETE SLAB W /W.W.F. 6x6x10/10 ON 6 —MIL VISQUEEN I TOP OF FINISH FLOOR ELEV. —p —p 0 COMPACTED SOIL SECTION 1 SCALE 1/20t = 1 ' -0" �-2 CONCRETE BEAM SCHEDULE 5/8" CDX PLWD. W/ 8d NAILS @ TOP OF BEAM ELEV. 5/8" CDX PLWD. W/ 8d NAILS @ HEIGHT 6" O.C. ALONG 48" WIDTH OVER BARS 6" O.C. ALONG 48" WIDTH OVER B -1 DOUBLE 'X' BRACING 2 "x6" OUTLOOKERS DOUBLE 'X' BRACING 2 "x6" OUTLOOKERS — Q 48" O.C. OVER 8" CBS TYP. U.O.N. C�? 24" O.C. 3 GIRDER 8" 16" 2 #5 2 #5 1 @ 8" O.C., ADD 2 #5 INTERMEDIATE BARS TRUSS Cal 24" O.C. 8" 3 GIRDER 2 #5 GALV. DRIP EDGE --- @ 24" @ RAKED BEAM* NOTE *: RAKE BEAM ALONG WEST GABLE END IS ADDITIONAL TO B--1 & B -2 SHOWN IN ROOF PLAN All block wall cells next to openings less than 3 ft. In width shall be concrete filled. For openings 1 Between 3 and 8 ft. In width, the adjacent block cells shall have 1 #5 vertical bar from footing to tie— TRUSS Beam at each 'side. TO MATCH EXISTING Use galvanized' No. 9, truss type, horizontal reinforcement (dur —o —wall) at 16" O.C., or every other iTri�'CTUIR A S, �C - s Course. Lap 4" minimum into the tie — columns. GALV. DRIP EDGE 12.1X3 WOOD CONT. AT 16" O.C. MAY BE USED AS PERMANENT BRACING OF BOTTOM CHORD. ;' A 13.ALL WOOD CONNECTORS SHALL GALVANIZED AND MIN. 20 GA. STEEL WITH N.O.A. WOOD FASCIA all TOP OF TIE BEAN H © This drawing and /or specification is /are provided as an instrument of service by N25 Architecture Co. and is /are intended for use on this pro)'ect only. This drawing remains the property of N25 Architecture Co. and shall TO MATCH EXISTING appearing herein constitute the original and unpublished work 0 N 5 Architecture Co. Any reproduction, use, or disclosure of the proprietary information contained herein without the prior consent of N25 Architecture Co. is strictly prohibited. - - -I SECTIONS & DETAILS, NOTES TO MATCH EXIST May 96, 20 12 II " ELEV. VARIES WOOD FASCIA Drawing No TOP OF TIE BEAM BEAM B -1 F, I TO MATCH EXIST ©�— ; ELEV. VARIES NEW P.T. WD. 2x6 NEW @ 24' 1 /'2"x4–J/-2' A.B.'s O.0 MAX 11 X11 NEW 8" CBS WALL 5/8" STUCCO---- -\ 1/2" FIBERGLASS EXPANSION JT- EXISTING FIN. GRADE xI r 1 111111 :-DOUBLE Y BRACING 2 �= 11AFIIF/ANIiilk�w�m` @ O.C. (2)16d NAILS PER CONN. WOOD TRUSSES 5/8" GYPSUM @ 24" O.C. BD. TYPE 'X' FIRE CODE 1" x 4" FIRE STOP TYPICAL ALL EXTERIOR WALLS. 1/2" DRYWALL OVER 3 /4 "P.T. FURRINGS Cal 16" O.C. 4" CONCRETE SLAB W /W.W.F. 6x6x10/10 ON 6 —MIL VISQUEEN I TOP OF FINISH FLOOR ELEV. —p —p 0 COMPACTED SOIL SECTION 1 SCALE 1/20t = 1 ' -0" �-2 CONCRETE BEAM SCHEDULE MARK TOP OF BEAM ELEV. WIDTH HEIGHT B S BARS BARS #3 TIES B -1 8' -2" 8" 12 2 #5 2 #5 — Q 48" O.C. OVER 8" CBS TYP. U.O.N. B--2 8' -2" 8" 16" 2 #5 2 #5 2 #5 @ 8" O.C., ADD 2 #5 INTERMEDIATE BARS B -3 VARIES 8" 12" MIN 2 #5 2 #5 --- @ 24" @ RAKED BEAM* NOTE *: RAKE BEAM ALONG WEST GABLE END IS ADDITIONAL TO B--1 & B -2 SHOWN IN ROOF PLAN �,•� NEW WD. TRUSSES 0 24" O.C. MAX NEW 8" CBS WALL NEW #5 TIE –DOWNS 0 32" O.C. MAX. EXISTING f ~-- -SET DOWELS 6" IN WOOD TRUSSES 2 –PART EPDXY NEW P.T. WD. EXISTING CONCRETE 2x4 W/1 /4 "x3 1 /4" TAPCONS @ 12" O.C., TIE –BEAM STAGGERED EXISTING 8" CBS WALL MARK NO. MFR PRODUCT CODE STRAP SCHEDULE FASTENERS UPLIFT PRODUCT PLATE TRUSS OR. BOT.PL. CAPACITY, APPROVO No REMARKS 1D NU —VUE NVTAS 216 — 5 -10d 30 2,236 08-0326.11 L1 =250 LBS, L2 =500 LBS 20 NU --VUE NVTAS 216 — 6 -10d P.S.F. 2,254 08- 0326.11 L1 =385 LBS, L2 =565 LBS 3� NU —VUE NVHC 43/2 10 -10d I 10 -10d Tie—beams that require a larger depth than 15 " shall have added 2 #5 bottom with min. 3" bearing 917 08- 0828.02 L1 =547 LBS, L2 =432 LBS NOTE: L1 IS LOAD PARALLEL TO WALL; L2 IS LOAD PERPENDICULAR TO WALL. SECTION 2 SCALE : 1/2" = 1 ---0 �-2 ROOF DESIGN LOADS f ••••• ROOF DEAD LOAD = 25 P.S.F. ROOF LIVE LOAD = 30 P.S.F. ATTIC LIVE LOAD = 20 P.S.F. DL + LL = 75 P.S.F. WIND LOADS V= 180 MPH EXPOSURE 'C' CATEGORY II qz= 59.93 PSF ENCLOSED STRUCT. GCpi = +/— 0.18 ROOF SHEATHING TO BE 5/8" CDX W /8d RING SHANK NAILS O 6" O.C., AND 10d RING —SHANK NAILS m 4" O.C. ALONG BORDERS O (TYP.) d (I YP.) . USE STAGGERED LAYOUT AS SHOWN LEAVE 1/8" GAP BETWEEN SHEETS OR PIECES PLYWOOD SHEATHING LAYOUT N.T.S. I N 2' -6" 90 0 (BENT) Fes— 3 TIE Z W m o ° © N 0 _ .- 8"X12" CONC. T.B. • W/4 #5 CONT. 2' -6" LONG BAR SPLICE (TYPICAL) ADD'L REINF. BAR ' 1 — #5 TOP & BOTT. BENT SO • CORNER. TYPICAL T/B CORNER 4 DETAIL TYP. SCALE : 1/4" = V-0" (Tyr')0-- ROOF FRAMING PLAN •i, r f ••••• r,i fe.• Moisture content shall not exceed 50% of the total absorption. 2. All mortar materials shall conform to astm C270. 3. Mortar shall be of type M (2,500 psi) or S (1,800 psi). 4. Reinforcing steel shall be lapped a minimum of 18 in. at footings and tie —beams over Masonry walls, and 30 in, at tie — columns and at tie —beams over openings spanning over 3 ft. • • r • r + ••rra r • r f r • • a min. of 30 ".' I Tie—beams that require a larger depth than 15 " shall have added 2 #5 bottom with min. 3" bearing lami, Ron Into the jambs; and shall have #3 ties at 8" O.C. Max. 10. �I`I"il�li■ ����l��%' All block wall cells next to openings less than 3 ft. In width shall be concrete filled. For openings i Y OF SOUTH Between 3 and 8 ft. In width, the adjacent block cells shall have 1 #5 vertical bar from footing to tie— SUILDINC3 DE Beam at each 'side. 12. Use galvanized' No. 9, truss type, horizontal reinforcement (dur —o —wall) at 16" O.C., or every other iTri�'CTUIR A S, �C - s Course. Lap 4" minimum into the tie — columns. ,. 12.1X3 WOOD CONT. AT 16" O.C. MAY BE USED AS PERMANENT BRACING OF BOTTOM CHORD. ;' A 13.ALL WOOD CONNECTORS SHALL GALVANIZED AND MIN. 20 GA. STEEL WITH N.O.A. �'. r all UJ N CY) ��u"0y H © This drawing and /or specification is /are provided as an instrument of service by N25 Architecture Co. and is /are intended for use on this pro)'ect only. This drawing remains the property of N25 Architecture Co. and shall be returned upon determination of intent. All drawings, specifications, designs, models, and arrangements appearing herein constitute the original and unpublished work 0 N 5 Architecture Co. Any reproduction, use, or disclosure of the proprietary information contained herein without the prior consent of N25 Architecture Co. is strictly prohibited. - - -I SECTIONS & DETAILS, NOTES Issue Date: Project Nor May 96, 20 12 II " Drawing No Io_-_ F, I ©�— 11 X11 11 Ell LN III 1: ..I®1oil - • I • • ..... ' 1� J11 (Tyr')0-- ROOF FRAMING PLAN •i, r f ••••• r,i fe.• Moisture content shall not exceed 50% of the total absorption. 2. All mortar materials shall conform to astm C270. 3. Mortar shall be of type M (2,500 psi) or S (1,800 psi). 4. Reinforcing steel shall be lapped a minimum of 18 in. at footings and tie —beams over Masonry walls, and 30 in, at tie — columns and at tie —beams over openings spanning over 3 ft. • • r • r + ••rra r • r f r • • a min. of 30 ".' 9. Tie—beams that require a larger depth than 15 " shall have added 2 #5 bottom with min. 3" bearing lami, Ron -RAKE `O (Tyr.) WZ�Zr p J` �0 FZ wv 0 °z Mt M "�D(M•) w "O(Tyr-) Jam/ WOOD NOTES: MASONRY NOTES: 1. Standard units of hollow concrete blocks shall conform to astm C90, except that the maximum Moisture content shall not exceed 50% of the total absorption. 2. All mortar materials shall conform to astm C270. 3. Mortar shall be of type M (2,500 psi) or S (1,800 psi). 4. Reinforcing steel shall be lapped a minimum of 18 in. at footings and tie —beams over Masonry walls, and 30 in, at tie — columns and at tie —beams over openings spanning over 3 ft. 5. Tie —beams shall have one #5 bent bar, 30 in. long each side, top and bottom at all corners 6262 SW On the exterior of the reinforcing, and 4 #3 ties at each bent. 6. Changes in level of tie —beams shall be made at columns. 7. Tie —beams shall be a min, of 8 "x12" with 2 #5 bars top and bottom, and #3 ties at 48" O.C. Max. 8. Tie — columns shall be min. 8 "x12" with 4 #5 vertical bars and #3 ties at 12" O.C. Max., and lapped a min. of 30 ".' 9. Tie—beams that require a larger depth than 15 " shall have added 2 #5 bottom with min. 3" bearing lami, Ron Into the jambs; and shall have #3 ties at 8" O.C. Max. 10. Window jambs shall be min. 4 "x8" concrete with 2 #4 bars at middle. Bearing shall be a min. Of 3 ", 11. All block wall cells next to openings less than 3 ft. In width shall be concrete filled. For openings i Y OF SOUTH Between 3 and 8 ft. In width, the adjacent block cells shall have 1 #5 vertical bar from footing to tie— SUILDINC3 DE Beam at each 'side. 12. Use galvanized' No. 9, truss type, horizontal reinforcement (dur —o —wall) at 16" O.C., or every other iTri�'CTUIR A S, �C - s Course. Lap 4" minimum into the tie — columns. ,. 12.1X3 WOOD CONT. AT 16" O.C. MAY BE USED AS PERMANENT BRACING OF BOTTOM CHORD. WOOD NOTES: 1.ALL TRUSS LUMBER SHALL NOT BE OF A GRADE LESS THAN STRUCTURAL NO. 2, YELLOW PINE OR OTHER EQUIVALENT WOOD SPECIES. 2.ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. ALL WOOD EXPOSED TO EXTERIOR SHALL EITHER BE PRESSURE TREATED OR COVERED WITH AN APPROVED SEALER /COAT THAT ASSURES THE INTEGRITY OF THE WOOD. 3.ALL WOOD SHALL BE REASONABLE FREE OF KNOTS OR OTHER CONDITIONS THAT DIMINISHES THE STRUCTURAL PROPERTIES OF THE MEMBER SECTION AFFECTED. 4.ALL WOOD SHALL BE STRAIGHT AND FREE OF OTHER DEFECTS AND /OR CRACKS. 6262 SW 5.NAILS SHALL NOT BE USED IN DIRECT PULLOUT DESIGN CONDITION. 6.EDGE AND END ALLOWABLE DISTANCES FOR WOOD CONNECTORS SHALL BE AS PER THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION OR OTHER APPROVED AGENCY. 7.WOOD TRUSS MANUFACTURER SHALL HAVE PRODUCT CONTROL APPROVAL FROM MIAMI -DADE COUNTY, FLORIDA. &WOOD TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS WITH SIGNED AND SEALED lami, Ron CALCULATIONS FOR APPROVAL BEFORE FABRICATION. 9.WOOD TRUSS MANUFACTURER SHALL SUBMIT ALONG WITH SHOP DRAWINGS THE REQUIRED PERMANENT, BRACING FOR MAINTAINING THE ASSUMED CONDITIONS IN THE SIGNED AND i Y OF SOUTH SEALED CALCULATIONS. SUILDINC3 DE 10.WOOD TRUSSES SHALL BE SPACED AT 24" O.C. MAXIMUM, 11.EXTERIIOR PLYWOOD FOR THE ROOF SHALL BE CDX 5/8" MIN. WITH 8d NAILS AT 6" O.C. iTri�'CTUIR A S, �C - s MAX. ,. 12.1X3 WOOD CONT. AT 16" O.C. MAY BE USED AS PERMANENT BRACING OF BOTTOM CHORD. ;' A 13.ALL WOOD CONNECTORS SHALL GALVANIZED AND MIN. 20 GA. STEEL WITH N.O.A. Additibh .td, i ii• wri• iiii• ••• •wiw• Te jad-h• -Resi+d-drYc�e-' 5729 S.W. 60 Avenue, South Miami, FL. Professional of Record: Norman Blandon {,_Discipline: Architecture Registration No. AR-- 0016380 Ir Structural Engineer —of-- Record: Carlos J. Navarro, P.E., P.E. Lic. 035276 N I'm 6262 SW 40 Street Suite 2A lami, Ron a 33155 hone 30t666-5151 Florida ense A 0003242 W r _00 M m h.v �'. r (,L © V r:. H IE UJ N CY) ��u"0y H © This drawing and /or specification is /are provided as an instrument of service by N25 Architecture Co. and is /are intended for use on this pro)'ect only. This drawing remains the property of N25 Architecture Co. and shall be returned upon determination of intent. All drawings, specifications, designs, models, and arrangements appearing herein constitute the original and unpublished work 0 N 5 Architecture Co. Any reproduction, use, or disclosure of the proprietary information contained herein without the prior consent of N25 Architecture Co. is strictly prohibited. Sheet Title: ROOF HZAMG PLAN, SECTIONS & DETAILS, NOTES Issue Date: Project Nor May 96, 20 12 Drawing No Professional of Record: Norman Blandon {,_Discipline: Architecture Registration No. AR-- 0016380 Ir Structural Engineer —of-- Record: Carlos J. Navarro, P.E., P.E. Lic. 035276 N I'm