Loading...
04-1517-038GENERAL STRUCTURAL NOTES SOIL STATEMENT: BASED ON A VISUAL INSPECTION ON SITE, THE SOIL 15 SAND WITH AN APPARENT 2000 P51F MIN. SOIL BEARING CAPACITY 2 CONCRETE: ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3,000 P51 IN 20 DAYS. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE TO BE 1 ". CONCRETE SLUMP 3" MINIMUM TO 5" MAXIMUM. VERTICAL CONCRETE DROP NOT TO EXCEED a'. 3 CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP SIDES FOOTING 3" 2' 2' BEAMS 1 -1/2' 1 -1/2' 1 -1/2' COLUMNS - -- - -- 1 -1/2' SLABS 11121 3/4' 1' WALL6 - -- - -- 4 REINFORCING STEEL: TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER A5TM A -305, AND CONFORMING TO ASTM A-615, GRADE 60. LAP CONTINUOUS BARS 30 -BAR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH "MANUEL OF STANDARDS PRACTICE OF DETAILING REINFORCING CONCRETE 5TRUCTURE8', AND THE ACI BUILDING CODE 318, LATEST EDITION. 5 MA60NRY WALLS: CONCRETE BLOCK WALLS TO BE ERECTED PRIOR TO PLACING CONCRETE IN ADJACENT BEAMS. ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -130 WITH A NET PRISM STRENGTH OF 1,900 P51 (MINIMUM). PROVIDE No. 9 GAGE LADDER TYPE JOINT REINFORCING AT EVERY OTHER COURSE FOR ALL MASONRY BLOCK WALLS. PROVIDE 1 - 0 5 T $ B CORNER BARS AT ALL BEAM INTERSECTIONS, EXTEND 30' INTO BEAMS EACH SIDE. 6. REINFORCED MASONRY ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A MINIMUM PRISM STRENGTH (F'm) = 1,500 pal. ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE CELLS TO BE FILLED, AND MUST MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES MINIMUM. CLEANOUT OPENINGS MUST BE PROVIDED AT ALL CELLS TO BE FILLED. MAXIMUM HEIGHT OF GROUTING LIFTS 15 4' -0 ". THE VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE VISIBLE ABOVE THE UPPERMOST CELL WHERE STRUCTURE 15 TO CONTINUE VERTICALLY, INTERMEDIATE LAPS IN CONCEALED WALL AREAS ARE NOT PERMITTED. ALL CONCRETE USED FOR GROUTING SHALL BE GROUT WITH A COMPRESSIVE STRENGTH OF 3000 pal AT 20 DAYS. SUBMIT MIX DESIGN FOR APPROVAL. MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 pal. MASONARY WALLS SHALL BE REINFORCED HORIZONTALLY EVERY OTHER COURSE WITH 9 GAGE DEFORMED GALVANIZED STEEL TRUSS (LADDER TYPE). SLUMP TO BE 71' TO 9'. 1. SHOP DRAWINGS: NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT /ENGINEER'S REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTACTOR'5 APPROVAL SEAL. ENGINEER A88UME5 NO RE8PON5ABILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMOSSIONS, AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE: OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY ENGINEER, AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH SHOP DRAWINGS. 8. WELDING: ALL WELDING TO BE DONE BY COUNTY CERTIFIED WELDERS HOLDING CURRENT WELDING CERTIFICATES, AND MUST PRESENT SAME AT JOB SITE. ALL WELDING PER PLANS AND GUIDELINES OF 'THE AMERICAN WELDING ASSOCIATION'. 9. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A -36, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST A15C SPECIFICATIONS. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT DIPPED GALVANIZED. 10. WOOD MEMBERS: ALL STRUCTURAL WOOD MEMBERS TO BE SAWN LUMBER 'DIMENSIONS LUMBER TO BE 'SOUTHERN PINE 'WITH A MINIMUM COMMERCIAL GRADE OF 'NO. 2'. DESIGN BENDING 5TRE55 OF Fb= 1200 PSI ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS. SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFAGTORY MATERIALS TO BE REPLACE AT NO C08T TO THE OWNER. ALL MEMBERS IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS, TO BE PRESSURE TREATED. ALL STRUCTURAL GLUE LAMINATED BEAM MUST HAVE A 2400 P.S.I. EXTREME FIBER BAENDING 5TRE85 AND A 1100 000 P.S.I. MODULUS OF ELASTICITY. 11. PRE - FABRICATED WOOD TRUSSES: SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUE (T.P.I.), LATEST EDITION, TRU55E5 TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION 5WT -16. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION. DESIGN THE WOOD TRU65E6 AND PROVIDE CALCULATIONS FOR THE FOLLOWING TWO LOAD CA6E5: 1. ROOF GRAVITY: TOP CHORD LIVE LOAD -- 30 P5F. TOP CHORD DEAD LOAD = 20 PSF. BOTTOM CHORD DEAD LOAD = 10 P6F. NOTE: ZERO (0) PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES. 2. ROOF NET UPLIFT: SEE ROOF FRAMING PLAN NOTE: 33 PER CENT ( %) 5TRE65 INCREASE FOR LUMBER AND PLATES. GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEMEBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. BWT -16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DE5IGN5. 5UBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER PRIOR TO ERECTION. GENERAL CONTRACTOR TO SUBMIT SIGNI =D AND SEALED SHOP DRAWINGS BY A FLORIDA REGISTERED PROFESSONAL ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS. 12.- GENERAL: a.- IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME PRIOR TO PROCCEDING WITH THE WORK IN QUESTION, IN THE EVENT THAT THE CONTRACTOR FAIL TO GIVE NOTICE, OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR 15 RESPONSIBLE OF SUCH ERRORS OR OMISSIONS, AND FOR ALL C05T5 FOR RECTIFYING SAME AND FOR DELAYS OR ANY OTHER COSTS INCURRED BY SAME. THE CONTACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH THE ARCHITECTURAL MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLET5, BOLT SETTINGS, 5LEEVE5, DIMENSIONS, ETC. - POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE WORK CONTRACTOR TO PROVIDE ADEQUATE TIME FOR RESPONSE FROM ARCH ITECT/ENGINEER. b•- GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISP05AL OF ALL ACCUMULATED WATER FROM EXCAVATION AND DEWATERING OPERATIONS IN SUCH A WAY AS TO NOT CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS. c.- GENERAL CONTRACTOR SHALL BE RE8PON815LE CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND 3PECIFICATION5, FOR UPDATING H15 FIELD ORDERS, CHANGE ORDERS AND CLARIFICATION SKETCHES 1551JED DURING THE COURSE OF CONSTRUCTION. d.- TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COMPLETELY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOWN OR NOTED FOR 51MILAR CONDITIONS. �.- TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED TO HOLD ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED. F.- THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES OF EVERY KIND, INCLUDING WATER AND POWER, NECESSARY FOR THE PROPER EXECUTION OF THE WORK SHOWN OR INDICATED ON THESE DRAWINGS. ALL MATERIAL SHALL BE NEW. MATERIALS AND WORKMANSHIP SHALL BE OF GOOD QUALITY. ALL WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE. g.- THE CONTRACTOR SHALL ADEQUATELY PROTECT H15 WORK, ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. h.- THE PREMI8E5 SHALL BE KEPT FROM ACCUMULATION OF WATER, MATERIALS, AND DE15R15, AND AT THE END OF THE JOB THE CONTRACTOR SHALL REMOVE ALL RUBBISH, 5URPLU5 MATERIALS, AND TOOLS AND LEAVE THE BUILDING BROOM CLEAN. T.- THE GENERAL CONTRACTOR SHALL REVIEW ALL PROJECT DOCUMENTS, PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. J.- NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN 51ZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER. k- THE GENERAL CONTRACTOR SHALL COORDINATE STRUCTURAL AND OTHER DRAWINGS WHICH ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR 8UPPORTED ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS. L� 1 /41 OR L� 2/4 WHICHEVER IS GREATER T�t= 1(0— A I =,3 V = A �' 2/ OR WHICCHEVE BOTTOM BAR r--) I A 1) A � + Vl1ItJ f1f�G IVr O/'1f�J hl Iv Vlv —l.VIV IIIVVVVJ GIVVJ. TOP BARS CALLED FOR AS CON VU86gS WVLFN TOLI &MS OVER RIGHT INTERIOR SUPPORTS. SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN. BEAM 5 C H E D U L E MARK TOP OF 1=3EAM ELEY SIZE (IN.) REINFORCING STIRRUPS REMARKS E3 T C E No. SPACING RTB -1 +0' -2" 8X12 2 #5 2 05 2'- 6'x2' -6 "x12' 3 05 TOP 4 BOTT. EACH WAY 3© 4" c /c. 3'- 0 "x3' -0 "x12" RTB -2 +8' -2" SX12 2 #5 2 05 S "x 8" 2 #5 I 3© 04 w 12" EE BAL. a 48' RTB -3 +8' -6" 8X16 2 05 2 #5 3© a 12" c/c 2 05 INTERM. RT5-4 +8' -2 "* 8X12 2 #5 2 #5 3D 04 'a' 12" EE BAL. a 48' TO MATCH EXIST. ELEVATION RB -1 +a'- 2 " SX 12 2 06 2 #6 3 © Q 4" c /c. RB -2 +8' -2" SX12 2 06 2 #6 3© a 4" c /c. 2 05 INTERM. RAKED TE3 VARIES 8X12 2 #5 2 05 3© #4 v 12" EE BAL. Q 48' Qw Q �Q 8 ut W Q� Q LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR. FOOTING SIZE E REINF'G, A5 SCHEDULED. — r-1) STD. 907 HOOK COLUMN SIZE, REINF'G, # CONC. STRENGTH A9 NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. STD. 903 HOOK i- ih iiPlCAL CONCIREiE COLUMN 4 POOiINC; DETAIL NSA FOOTING eCHEDULE MARK SIZE REINFORCEMENT REMARKS UJF -16 16 "x12" 2 #5 k30TT. CONTINUOUS CONT. FTG. 4 #5 113 11-10 8" C /C. B 10'xl0'x5 /a' WITH (4) 3j4'� ANCHOR BOLTS SEE SECTION 1 /8-5 F -2.0 2'- 0 "x3' -0 "x12" 3 #5 E3OTT. LONG WAY 4 #5 BOTT. SHORT WAY (4)10'�oANCHOR WITH F -25 2'- 6'x2' -6 "x12' 3 05 TOP 4 BOTT. EACH WAY #3 © Q S" C /c. F -3.0 3'- 0 "x3' -0 "x12" 4 #5 T. 4 B. EACH WAY F -4.0 4'- 0 "x3' -0 "x12' 415 TOP 4 BOTT. LONG WAY 5 #5 TOP 4 BOTT. SHORT WAY S "x 8" COLUMN SCHEDULE MARK SIZE REINFORCING REMARKS VERTICAL TIES CAP PLATE S "x12" 4 #5 113 11-10 8" C /C. B 10'xl0'x5 /a' WITH (4) 3j4'� ANCHOR BOLTS SEE SECTION 1 /8-5 S1xl6" 6 #5 #3 ©'a) 8" c /c. (4)10'�oANCHOR WITH SEE DETAIL 5/5-2 8 "x11" 4 #5 #3 © Q S" C /c. L( S S "x 8" 2 #5 I I I I #3 1 TYP COLUMN BAR - ARRANGEMENT DETAILS N.T.S. STEEL COLUMN SCHEDULE MARK STEEL COLUMN VERTICAL MARK SIZE BASE PLATE CAP PLATE REMARKS ST -1* 4 "x411x'i4" B 10'xl0'x5 /a' WITH (4) 3j4'� ANCHOR BOLTS SEE SECTION 1 /8-5 *GALVANIZED ST -2* 4 "x4 "x'i4" (4)10'�oANCHOR WITH SEE DETAIL 5/5-2 *GALVANIZED E3 L0 CK WALL. 5 G H E D U L MARK THICKNES VERTICAL HORIZONTAL REMARKS 5W -1 ON 05 @ 48" VERT. No.9 GA. DUR -O -WALL HORZ. REINF'G. a 16 "c /c 5W -2 8' #5 Q 32' VERT. No-13 GA. DUR -O -WALL HORZ. REINF'G. Q 16 "c /c 4. 1-R-.MEDNA-&-ASS-0-C =1<-- H I T E C T S 4901 S.W.75th Avenue Miami, Florida 33155 T 305.740.0554 F 305.740.5355 jrmainc @bellsouth.net REVISIONS DATE -f—M U L Q n0 W �U 0 V) Q W W L U irawings ana npecmcarons as insTrumenT or service are and shall remain the property of the Architect and shall remain the properly of the Architect whether the project for which they were made is executed or not. They are not to be used in any manner on other projects or extensions to this project ;xcept by agreement in writing and with the appropria'e compensation to the Architect. Reproduction of drawings and specifcations without the written consent of tha A—hitnr# 7c rrnhlF- litcvi 0 SEAL RESIDENCE BY BBIE & JOHN LANG 41 SW 86 ST UTH MIAMI, FL. 33143 )NTACT: DEBBIE LANG PkLt: 1/4-= TE:10 /04 AWN: CAP