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07-685-0242 #6x4' DRILL EXIST. IN 1" DIA. x 8" EPDXY BEAM FILLED HOLE !t".1._.1 .. ..................... ; NEW BEAM CONNECTION: NEW BEAM TO EXISTING BEAM EXIST. 2 # 5 DRILLED FTG IN 3/4" X 6" EPDXY FILLED HOLE NEW FTG. CONNECTION: NEW FTG. TO EXISTING FTG. N EW WALL # 4 ® 16" IN GROUT FILLED CELL -� F NEW COLUMN SEE PLAN EXIST. WALL CONNECTION: NEW COL. TO EXISTING MASONRY WALL. EXIST # 4 ® 16" _j L— NEW COLUMN IN 3/4" X 6" EPDXY L— NEW WALL FILLED HOLE CONNECTION: NEW COL. TO EXISTING COL. EPDXY FILLED HOLE BEAM SOFFIT EPDXY SHALL BE _f OR FOOTING HILTI "HIT HY 150" OR APPROVED EQUAL # 6 REBAR SHORING NOTES I© J.L 1. EXTREME CARE MUST BE USED DURING ALL DEMOLITION, EXCAVATION AND NEW FOUNDATION WORK AS REQUIRED FOR MAINTAINING THE EXISTING STRUCTURE STABLE AND PREVENTING UNDERMINING OF THE EXISTING FOUNDATION 2. EXISTING STRUCTURE, AROUND THE WORK AREA SHALL BE SHORED UP TO THE ADJACENT BAY PRIOR TO COMMENCING ANY WORK 3. CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF SAFETY SEQUENCING OF WORK, METHODS OF CONSTRUCTION AND THE DESIGN OF THE SHORING SYSTEM USED TO SUPPORT THE EXISTING STRUCTURE DURING ALL DEMOLITION AS REQUIRED TO PREVENT OVERLOADING OF THE EXISTING STRUCTURE. 4. IN THE EVENT OF A CONFLICT BETWEEN THE EXISTING CONDITIONS AND THE CONSTRUCTION DOCUMENTS ( PLANS ) NOTIFY THE ENGINEER IMMEDIATELY. A REDESIGN WILL BE ISSUED 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE ASBUILT CONDITIONS ARE IN ACCORDANCE WITH THE STRUCTURAL PLANS CONNECTION: NEW WALL TO EXISTINGWALL ............................ 0 ■ ■ l■ ■ ow oil 0 SECTION: TYPICAL J LLI O p Z 0 li V ?Z F- W F— x cD Lu G GENERAL STRUCTURAL NOTES ti CARLOS ENSENAT, PE 32566 1.0 GENERAL: CERTIFICATE OF AUTHORIZATION No, 9108 .- .���•`•.� �_>:.� A. STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH CIVIL, Q 0 CD `° o wU ARCHITECTURAL. MECHANICAL, AND ELECTRICAL DRAWINGS TO 5.0 PLYWOOD ROOF SHEATHING: a LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, L U OQ I— Q RECESSES, OPENINGS, BOLT SETTINGS, SLEEVES, DIMENSIONS, T N0= N —2 ECT. a. SHEATHING SHALL BE C —D EXTERIOR SHEATHING, PANNEL INDEX c� U) O � ,;i 32/16 MIN., RATED FOR EXPOSURE 1; MIN THICKNESS 19/32 ". m 1. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNERS REPRESENTATIVE IN WRITING FOR b. INSTALL SHEATHING CONTINUOUS OVER TWO OR MORE SPANS CLARIFICATION BEFORE PROCEEDING WITH THE WORK. C00o WITH FACE GRAIN PERPENDICULAR TO SUPPORT. C� � C. NAIL SHEATHING TO SUPPORT WITH 8d NAILS SPACED AT B. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN 4" O.0 AT PANNEL EDGES AND 8" O.C. NTERMEDIATE SUPPORTS (^ .) ) ACCORDANCE WITH THE OF THE FLORIDA 2004 I l..._ BUILDING CODE AND THE LATEST ACI, ASTM, AND AISC az AND 10d NAILS ® 4" O.C. AT GABLE ENDS SPECIFICATIONS AND RECOMMENDED PRACTICE. C GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING, EXISTING FACILITIES, STRUCTURE AND UTILITY LINES FROM ALL DAMAGE. LOCATION VERIFICATION OF ALL UTILITIES SYSTEMS SHALL BE THE CONTRACTORS RESPONSIBILITY. D. CONTRACTORS SHALL VERIFY ALL DIMENSIONS BEFORE 6.0 TIMBER: PROCEEDING WITH THE WORK. A. ALL TIMBER DESIGN AND FABRICATION SHALL CONFORM WITH THE E. NO DIMENSION SHALL BE SCALED FROM THE DRAWINGS. APPICABLE PROVISIONS OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, PUBLISHED BY THE NATIONAL FOREST 1. CONTRACTORS SHALL CHECK AND VERIFY ALL PLANS, PRODUCTS ASSOCIATION, AND THE DESIGN SPECIFICATIONS FOR DIMENSIONS AND SITE CONDITIONS PRIOR TO METAL PLATE CONNECTED WOOD TRUSSES, PUBLISHED BY THE CONSTRUCTION. TRUSS PLATE INSTITUTE. B. CONTRACTOR SHALL FINALIZE HIS COST ESTIMATE B. SUBMIT SHOP DRAWINGS FOR ALL WOOD STRUCTURAL MEMBERS AND F FROM PLANS THAT ARE FULLY APPROVED BY BUILDING CONNECTIONS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. DEPARTMENT. FINAL ESTIMATE SHALL HAVE ALLOWANCE FOR ALL REQUEST MADE BY BUILDING DEPARTMENT OFFICIALS. C. ALL TIMBER SIZES, CONNECTORS, FRAMING PLANS NOT SHOWN ON STRUCTURAL DRAWINGS SHALL BE PROVIDED BY THE FABRICATOR AND DETAILED ON HIS SHOP DRAWINGS. 1.02 BUILDING DESIGNED FOR THE FOLLOWING LIVE LOADS D. ALL MATERIALS AND AND CONNECTIONS ARE SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. ROOF ................ 30 PSF. E. ALLOWABLE UNIT STRESSES FLOOR LOADS ......... 40 PSF. LUMBER USED FOR JOIST RAFTERS, TRUSSES, COLUMNS & BEAMS WIND ................ AS PER ASCE 702. FOR 146 MPH. SHALL BE OF NO LESS STRENGTH OF # 2 GRADE SOUTHERN PINE. LUMBER USED FOR EXTERIOR OR INTERIOR BEARING WALLS SHALL BE OF NO LESS STRENGTH OF STUD GRADE OF SOUTHERN PINE. F. BRACING. 2.01 FOUNDATIONS: _'� `��!:' ``'�� ALL TRUSSES AND WOOD FRAMING MUST BE SECURELY BRACED BOTH DURING ERECTION AND AFTER PERMANENT INSTALLATION IN ACCORDANCE WITH "BRACING WOOD A. FOUNDATIONS HAVE BEEN PROPORTIONED WITH TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT -76) " A BEARING CAPACITY OF 2000 PSF. AS PUBLISHED BY TRUSS PLATE INSTITUTE. 3.01 CONCRETE: s % %a i� x€ b ERECTION BRACING SHALL HOLD TRUSSES STRAIGHT, PLUMB s AND IN A SAFE CONDITION UNTIL DECKING AND PERMANENT TRUSS BRACING HAS BEEN FASTENED FORMING A A. CAST IN PLACE CONCRETE SHALL BE A MIX DESIGN IN STRUCTURALLY SOUND ROOF FRAMING SYSTEM. ALL ACCORDANCE WITH ACI — 318 TO ACHIEVE THE SPECIFIED ERECTION AND PERMANENT BRACING SHALL BE INSTALLED COMPRESSIVE STRENGTH OF 3000 PSI. AND ALL TRUSSES PERMANENTLY FASTENED BEFORE APPLICATION OF ANY LOADS TO THE WOOD FRAMING SYSTEM. 4.0 MASONRY: c ALL BRACING REQUIREMENTS ALONG WITH PERMANENT STRUCTURAL CROSS BRACING TO ENSURE OVERALL RIGIDITY OF THE ROOF SYSTEM SHALL BE IN ACCORDANCE WITH THE A. LOAD— BEARING MASONRY ( NON— REINFORCED ) SHALL CONFORM TO WOOD ROOF TRUSS DESIGNERS PLANS. ASTM C90 "HOLLOW LOAD— BEARING CONCRETE MASONRY UNITS ", AND HAVE A COMPRESSIVE PRISM STRENGTH F'm OF 1500 PSI. ALL d. SAFE ERECTION OF TRUSSES IS THE RESPONSIBILITY OF THE LOAD— BEARING MASONRY SHALL BE PLACED PRIOR TO THE BUILDING CONTRACTOR. CONCRETE PLACEMENT OF COLUMNS OR BEAMS. B. MORTAR SHALL COMPLY WITH THE PROPERTIES AND PROPORTIONS OF ASTM C270 EXCEPT THAT SLAG CEMENTS SHALL NOT BE USED. MORTAR SHALL BE TYPE M. MINIMUM COMPRESSIVE STRENGTH ® 28 DAYS OF 2500 PSI. MINIMUM MIXING TIME FIVE MINUTES AFTER ALL INGREDIENTS ARE ADDED. C. ALL EXTERIOR MASONRY WALLS SHALL BE REINFORCED WITH "DURO —O— WALL" LADDER TYPE, STANDARD No. 9 MASONRY REINFORCEMENT OR A/E APPROVED EQUIVALENT AT EVERY OTHER BLOCK COURSE D. REIFORCED MASONRY CELLS SHALL BE FILLED WITH PEAROCK CONCRETE MIX OF F'c= 2500 PSI AND A 10" SLUMP POUR MASONRY CELLS PRIOR TO SLAB OR BEAM POUR SEE PLANS FOR REINFORCE MASONRY REQUIREMENTS 2 #6x4' DRILL EXIST. IN 1" DIA. x 8" EPDXY BEAM FILLED HOLE !t".1._.1 .. ..................... ; NEW BEAM CONNECTION: NEW BEAM TO EXISTING BEAM EXIST. 2 # 5 DRILLED FTG IN 3/4" X 6" EPDXY FILLED HOLE NEW FTG. CONNECTION: NEW FTG. TO EXISTING FTG. N EW WALL # 4 ® 16" IN GROUT FILLED CELL -� F NEW COLUMN SEE PLAN EXIST. WALL CONNECTION: NEW COL. TO EXISTING MASONRY WALL. EXIST # 4 ® 16" _j L— NEW COLUMN IN 3/4" X 6" EPDXY L— NEW WALL FILLED HOLE CONNECTION: NEW COL. TO EXISTING COL. EPDXY FILLED HOLE BEAM SOFFIT EPDXY SHALL BE _f OR FOOTING HILTI "HIT HY 150" OR APPROVED EQUAL # 6 REBAR SHORING NOTES I© J.L 1. EXTREME CARE MUST BE USED DURING ALL DEMOLITION, EXCAVATION AND NEW FOUNDATION WORK AS REQUIRED FOR MAINTAINING THE EXISTING STRUCTURE STABLE AND PREVENTING UNDERMINING OF THE EXISTING FOUNDATION 2. EXISTING STRUCTURE, AROUND THE WORK AREA SHALL BE SHORED UP TO THE ADJACENT BAY PRIOR TO COMMENCING ANY WORK 3. CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF SAFETY SEQUENCING OF WORK, METHODS OF CONSTRUCTION AND THE DESIGN OF THE SHORING SYSTEM USED TO SUPPORT THE EXISTING STRUCTURE DURING ALL DEMOLITION AS REQUIRED TO PREVENT OVERLOADING OF THE EXISTING STRUCTURE. 4. IN THE EVENT OF A CONFLICT BETWEEN THE EXISTING CONDITIONS AND THE CONSTRUCTION DOCUMENTS ( PLANS ) NOTIFY THE ENGINEER IMMEDIATELY. A REDESIGN WILL BE ISSUED 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE ASBUILT CONDITIONS ARE IN ACCORDANCE WITH THE STRUCTURAL PLANS CONNECTION: NEW WALL TO EXISTINGWALL ............................ 0 ■ ■ l■ ■ ow oil 0 SECTION: TYPICAL J LLI O p Z 0 li V ?Z F- W F— x cD Lu ROOF BEAM HOOK COLUMN BARS AT TERMINATI ❑N SEE COLUMN SCHEDULE FOR REINFORCING SIZE & QUANTITY COLUMN DOWELS ARE SAME SIZE, QUANTITY AND SPACING AS COLUMN REINFORCING BARS TYPICAL COLUMN REBAR PLACEMENT DIAGRAM ROOF TRUSS UNDER 5/8" PLYWOOD NOTES: 1. SEE PLAN FOR WALL REINFORCING 2. DOWEL REINFORCING SAME AS WALL REINFORCING 3. SEE PLAN FOR GEOMETRY OF WALL CONCRETE BEAMS 4" FLOOR SLAB (U.O.N.) UNDER 6 MILL VISQUEEN x x x x� =1 I I =1 COMPACTED FILL FTG. SEE PLAN WALL REINFORCING FOOTING SEE PLAN COMBINED ENGINEERING SCIENCES ti CARLOS ENSENAT, PE 32566 N co CERTIFICATE OF AUTHORIZATION No, 9108 .- .���•`•.� �_>:.� L6 co' `o O Q 0 CD `° o wU Q Q Vw a :.: L U OQ I— Q OT T N0= N —2 N cou c� U) O � ,;i W Q m m m Q � c Q C) cy) Z C00o is C� � LU C�j (^ .) ) Iry I l..._ -..—_ az ...........- ROOF BEAM HOOK COLUMN BARS AT TERMINATI ❑N SEE COLUMN SCHEDULE FOR REINFORCING SIZE & QUANTITY COLUMN DOWELS ARE SAME SIZE, QUANTITY AND SPACING AS COLUMN REINFORCING BARS TYPICAL COLUMN REBAR PLACEMENT DIAGRAM ROOF TRUSS UNDER 5/8" PLYWOOD NOTES: 1. SEE PLAN FOR WALL REINFORCING 2. DOWEL REINFORCING SAME AS WALL REINFORCING 3. SEE PLAN FOR GEOMETRY OF WALL CONCRETE BEAMS 4" FLOOR SLAB (U.O.N.) UNDER 6 MILL VISQUEEN x x x x� =1 I I =1 COMPACTED FILL FTG. SEE PLAN WALL REINFORCING FOOTING SEE PLAN z O Lu a SHEET 51 COMBINED ENGINEERING SCIENCES ti CARLOS ENSENAT, PE 32566 N co CERTIFICATE OF AUTHORIZATION No, 9108 .- .���•`•.� �_>:.� L6 co' `o O Q 0 CD `° o wU Q Q Vw w� ��- X w�LL U OQ I— Q OT T N0= N —2 N cou c� U) O � ,;i W Q m m N m Q � c Q C) cy) Z C00o z C� � LU z O Lu a SHEET 51 COMBINED ENGINEERING SCIENCES CARLOS ENSENAT, PE 32566 CERTIFICATE OF AUTHORIZATION No, 9108 .- .���•`•.� �_>:.� ' O ; 0s EN' • •' •i�, LL � Q z O N lee )D Q O (.n W n- z C� � LU C�j (^ .) ) Iry Lu l..._ az W z O Lu a SHEET 51 COMBINED ENGINEERING SCIENCES CARLOS ENSENAT, PE 32566 CERTIFICATE OF AUTHORIZATION No, 9108 .- .���•`•.� �_>:.� ' 1214 SW 12 CT. MIAMI, FL. 33135 ; 0s EN' • •' •i�, ( 305) 856 -6345 .' •�� CE ��_::..:..,� ; • �` . . No 3 <__., s5 . 2.:� lee