Laserfiche WebLink
GENERAL NOTES <br />CODES <br />1.1 FLORIDABULDINGGODE7N EDRION. 2020 RE810ENTIAL SECTIONS R402.24 R806. <br />1.2 FLO{IIDA BUILDNOMIRE TN TS FOR, EIN ORCEDC, CONCRETE <br />(MCI 12 A 2107. <br />1.4 BUROINGCODEREWIREMENFSFOR RENFORCTKINFORETE(ARYSTR <br />I.1 (TMS4NO CODE REOUIREMENT8ANp SPECIFICATION FOR MASONRY STRIICTURE3 <br />1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES (ASCE 7-16). <br />2.)CONCRETE: <br />2.1 CONCRETE COMPRESSIVE STRENGTH AT 2S DAYS: <br />2.1.1 PRECAST WMTANDPRD REINFORCEMENTi000 PSI MN. <br />2.12 PRE -CAST WNRESTRESS REINFORCEMEAIT41000 PSI <br />2.1.3 GROUT PER ASTM C476-=I PSI WI MAX. 3I8' AGGREGATE, V TO I I'SLIMP. <br />2.2 REBFORCINO BARB: <br />22.1 STEEL PLACED N PRECAST LNTEL AT TIME OF FABRICATION <br />ASTM A6I5IA616M (GRADE W) <br />122 STEEL N UWE AND KNOCKOUT BLOCK (PLACED N FIELD) <br />ASTM AB131ASISM (fMApE 46). <br />Z3 PRESTRESS STRANDS ASTM MI6 T-WIRE. STRESS RELIEVED T!0 KSI <br />2A DETAILREINFORCEMENTNACCORDANCEWRHAC131814. <br />25 CONCRETINGOPERATONSSHALLCOMPL.YWIRIACISTANDARDS. <br />26 N.6WIREPERASTMM1 AIWM <br />3)MASONRY: <br />3.1 CONCRETE MASONRY LNRS (CMU) SHALL CONFORM TO ASTM C-W. NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O Sl. <br />3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE 'W ORW <br />3.3 FULL MORTAR JONi3 ARE REWNED <br />3A MINIMUM AGGREGATE 2S-0AY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL HOT <br />W LESS THAN FM --I PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE SINK <br />STRENGTH METHOD' OR, ALTERNATIVELY, BY THE PRISM TEST METHOU YAIEPE USM <br />REOUIREMENTS WIVE NOT BEEN MET. <br />4)STRUCTLIRAL: <br />4.1 SAFE LOAD VALUES ARE BASED ON LINTELS ­W A BEARING OF W(WITH A MINIMUM <br />ACCEPTABLE SEARING OF 4' PER FLORIDA BUILDING CODE 7TH EDITION, 2020 RESIDENTIAL, <br />SECTION R666.8.3 OR FLORIDA BUILDNG CODE 7TH EDITION, M0 BUILDING, SECTION 21M.1 <br />4.2 SAFELOADVALUESBASEDONRATONALDEBIGNANALYSISPERAC131814ANDTW402-16 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATING MAXIMUM RESISTING MOMENT AND SHEARAT d DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT. <br />04 FOR LINTEL LENGTH AT 6-B'OR GREATER, VERTICAL CELL FILLED SOLID WITH G AND <br />MINIMUM ONE (1) M6 VERTICAL REBAR M REWIRED AT EACH END OF THE LNTEL. <br />46 LINTELSINATAREGREATERTHANI 4)'CLEARSPANMUBTBEPROVIDEDTEMPORARY <br />SUPPORT, NOT W REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />FRAMING NOTES: <br />1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE <br />CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) IDd x 1 1/2" HOG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (B) 10d x 1 i/2"HDG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 W/ 101 x 1 112" HDG NAILS, FILL ALL HOLES. <br />2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER <br />SCHEDULE. <br />3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE <br />MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH <br />MANUFACTURER'S SPECIFICATIONS. <br />4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS <br />ARE TO BE GALVANIZED. <br />5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, <br />CONNECTERS ARE TO BE GALVANIZED, <br />6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE <br />CONCRETE LINTELS. <br />7. BOTTOM OF LINTELSARE TO BE PLACED AT TOP OF WINDOW, DOOR AND <br />CLEAR SPAN OPENINGS. <br />8. LINTELS SHALL RAVE 4" NOMINAL BEARING (C). <br />9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE <br />SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE <br />FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS <br />LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND <br />APPROVAL. <br />10, PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES <br />SECURE Z, MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED <br />FASTENER, ZF 72 PBS36, .177'' x 2 7/8" LONG, WITH WASHER @ 16" O.C. <br />11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END <br />UNLESS OTHERWISE SHOWN DIFFERENT. <br />12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON <br />RATIONAL ANALYSIS. <br />13. ALL ELEVATIONS ARE REFERENCED FROM 0? 0Y, FINISH FLOOR, UNLESS <br />NOTED OTHERWISE. <br />LIFT BEAM PLAN <br />SCALE: 1/4" = V-0" <br />HEADER SCHEDULE <br />MARK <br />812E 6 <br />DESCRIPTION <br />REMARK <br />10 <br />(2) 2X12 <br />BEAM SCHEDULE <br />INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB <br />ABBREVIATIONS <br />E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT <br />MARK <br />DESCRIPTION <br />(ps) <br />WI,�, <br />REINFORCEMENT <br />STIRRUPS <br />REMARKS <br />BTM. <br />TOP <br />MID�E.BB1 <br />MASONRY <br />3060 <br />8"X8" <br />(1)ik5GROUTED <br />SOLID <br />GRAVITY & UPLIFT SAFE LOADS <br />8"x8" RECESS DOOR <br />GRAVITY & UPLIFT SAFE LOADS <br />DOOR HEADE <br />®®®®®®® <br />®®®®�® <br />lM <br />LOADSGRAVITY & UPLIFT SAFE <br />8"X16" RECESS ���' <br />LOADS <br />BOO . <br />®®®®®®® <br />i®® <br />®ommmmo <br />®. <br />om <br />�R3i���mt�mm•® <br />R�iRE'iRY'iR��RI»RIr:r7mR�R <br />mt3�m��mt�mm•® <br />O�t�R�R���mOm <br />R�,i�R+��R��mm®R� <br />R�RR®RE'7RR�RII�O©R�RI� <br />A R C N IT R C T• <br />6 <br />Groin <br />1441 N. RONALD REAGAN BLVD. <br />LONG WOOD, FL 32760 <br />PH: 407-7746078 <br />FAX: 407-774,4078 <br />www.abdeslgngroup.com <br />AA #: 0003326 <br />a^ <br />o� <br />iUp <br />R <br />ti <br />a <br />is <br />ounDiv. de LOT: <br />SILVERADO <br />LOT: 19 <br />BLK: 14 <br />PP90JECT#y <br />03719.000-19141 <br />MODEL4 <br />"2045-LANTANAR <br />GARAGE 8WING: <br />RIGHT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />50 MPH E . <br />