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07-685-026EXISTING WALL 1.0 GENERAL A. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH THE FLORIDA 2004 BUILDING CODE AND THE LATEST ACI, ASTM, AND AISC SPECIFICATIONS AND RECOMMENDED PRACTICE. B. CONTRACTOR SHALL FINALIZE HIS COST ESTIMATE FROM PLANS THAT ARE FULLY APPROVED BY BUILDING DEPARTMENT. FINAL ESTIMATE SHALL HAVE ALLOWANCE FOR ALL REQUEST MADE BY BUILDING DEPARTMENT OFFICIALS. 2.01 FOUNDATIONS: A. FOUNDATIONS HAVE BEEN PROPORTIONED WITH A BEARING CAPACITY OF 2000 PSF. 3.01 CONCRETE: A. CAST IN PLACE CONCRETE SHALL BE A MIX DESIGN IN ACCORDANCE WITH ACI — 318 TO ACHIEVE THE SPECIFIED COMPRESSIVE STRENGTH OF 3000 PSI. 4.0 MASONRY. A. LOAD — BEARING MASONRY ( NON — REINFORCED ) SHALL CONFORM TO ASTM C90 "HOLLOW LOAD— BEARING CONCRETE MASONRY UNITS ", AND HAVE A COMPRESSIVE PRISM STRENGTH F'm OF 1500 PSI. ALL LOAD — BEARING MASONRY SHALL BE PLACED PRIOR TO THE 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 O 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 EVERT OTHER BLOCK COURSE D. REIFORCED MASONRY CELLS SHALL BE FILLED WITH PEAROCK CONCRETE MIX OF F'ca 2500 PSI AND A 10" SLUMP POUR MASONRY CELLS PRIOR TO SLAB OR BEAM POUR SEE PLANS FOR REINFORCE MASONRY REQUIREMENTS 5.0 PLYWOOD ROOF SHEATHING: a. SHEATHING SHALL BE C —D EXTERIOR SHEATHING, PANNEL INDEX 32/16 MIN., RATED FOR EXPOSURE 1; MIN THICKNESS 19/32 ". b. INSTALL SHEATHING CONTINUOUS OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORT. C. NAIL SHEATHING TO SUPPORT WITH 8d NAILS SPACED AT 4. O.0 AT PANNEL EDGES AND 8" O.C. NTERMEDIATE SUPPORTS AND 10d NAILS O 4" O.C. AT GABLE ENDS ilelo ; w # 5 x 3' DOWELL DRILLED IN 3/4" X 6" EPDXY FILLED HOLE HILT[ " HIT HY 150 " REINFORCE END CELLS WITH 1 # 5 IN CONC. PEA —ROCK F'c =2500 PSI DRILL # 5 X 3' DOWEL 6" INTO EXIST FTG. IN A 1" DIA. HOLE FILLED WITH EPDXY. HILTI " HIT HY 150 ;XIST FTG. NOTE: BREAK MASONRY AS REQD TO PLACE REINF. & CONC. PATCH ALL DAMAGED AREAS WITH GROUT MIX. 6.0 TIMBER: A. ALL TIMBER DESIGN AND FABRICATION SHALL CONFORM WITH THE APPICABLE PROVISIONS OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION, AND THE DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES, PUBLISHED BY THE TRUSS PLATE INSTITUTE B. SUBMIT SHOP DRAWINGS FOR ALL WOOD STRUCTURAL MEMBERS AND CONNECTIONS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. C. ALL TIMBER SIZES, CONNECTORS, FRAMING PLANS NOT SHOWN ON STRUCTURAL DRAWINGS SHALL BE PROVIDED BY THE FABRICATOR AND DETAILED ON HIS SHOP DRAWINGS. D. ALL MATERIALS AND AND CONNECTIONS ARE SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. E ALLOWABLE UNIT STRESSES LUMBER USED FOR JOIST RAFTERS, TRUSSES, COLUMNS & BEAMS SHALL BE OF NO LESS STRENGTH OF 111 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. a ALL TRUSSES AND WOOD FRAMING MUST BE SECURELY BRACED BOTH DURING ERECTION AND AFTER PERMANENT INSTALLATION IN ACCORDANCE WITH "BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT-76) AS PUBLISHED BY TRUSS PLATE INSTITUTE. b ERECTION BRACING SHALL HOLD TRUSSES STRAIGHT, PLUMB AND IN A SAFE CONDITION UNTIL DECKING AND PERMANENT TRUSS BRACING HAS BEEN FASTENED FORMING A STRUCTURALLY SOUND ROOF FRAMING SYSTEM. ALL ERECTION AND PERMANENT BRACING SHALL BE INSTALLED AND ALL TRUSSES PERMANENTLY FASTENED BEFORE APPLICATION OF ANY LOADS TO THE WOOD FRAMING SYSTEM. c ALL BRACING REQUIREMENTS ALONG WITH PERMANENT STRUCTURAL CROSS BRACING TO ENSURE OVERALL RIGIDITY OF THE ROOF SYSTEM SHALL BE IN ACCORDANCE WITH THE WOOD ROOF TRUSS DESIGNERS PLANS. d. SAFE ERECTION OF TRUSSES IS THE RESPONSIBILITY OF THE BUILDING CONTRACTOR. SECTION NEW WALL REINFORCINGON EXISTING WALL 2 #6x4'DRILL EXIST. IN 1" DIA. x S" EPDXY BEAM FILLED HOLE 0 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. NEW WALL #4016" IN GROUT FILLED CELL — SAW CUT WALL AT EXTERIOR SIDE NEW COLUMN SEE PLAN EXIST. WALL CONNECTION: NEW COL. TO EXISTING MASONRY WALL. EXIST r-- COLUMN # 4 0 16" 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 OR FOOTING HILTI HIT HY 150 OR APPROVED EQUAL 6 REBAR SHORING NOTES I ®I I®I Jl Jl 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 WALL FOOTING SEE PLAN WALL FTG. REINF. AS NOTED ON PLAN 1 #5X6'WITH 90 BENT FOR EACH REBAR IN WALL FTG. PLAN: CORNER REINFORCING FOR WALL FOOTINGS NEW TIE BEAM &?SUNG nE BEAM U/LDI ADDI170 (STING B LDING r• N ST COL CONNECTION: NEW WALL TO EXISTINGWALL (o LL_ o v- N Cl CONCRETE MASONRY WALL NOTES ALL MASONRY WALLS CON515T OF 8" CMU WITH GROUT FILLED CELLS AT 48" 4 I # 5.: F'm= 1 500 PSI PROVIDE # 8 (9 GAUGE) LADDER TYPE HORZ. REINF. AT I G" O.C. TYP. FILL REINFORCED CELLS WITH GROUT HAVING WITH MIN. 10" SLUMP. 5TRENGHT Fc= 2500 P51 COMPLYING WITH A5TM C47G MAXIMUM LIFT UNBRACED 4' MAXIMUM POUR HEIGHT 10' POUR MASONRY CELLS PRIOR TO THE TIE BEAM CONCRETE POUR 20' -0" WF20 C2 C2 4" SLAB ON GRADE, OVER WELL COMPACTED FILL (95% MAX. DENSITY) AND 6 MILL VISQUEEN, REINFORCED W /6X6W1.4XW1.4W.W.F EXISTING FTG. Co V_ Li. Cl PLACE NEW FOOTING UNDER EXISTING FTG. REMOVE & REPLACE — EXISTING SLAB AS REQD. SOILS STATEMENT BASED UPON VISUAL INSPECTION, SOIL CONSIST OF CLEAN INORGANIC SANDY MATERIAL CAPABLE OF PROVIDING A SAFE SOILS BEARING CAPACITY OF 2000 PSF. AT TIME OF CONSTRUCTION, SOILS ENGINEER SHALL SUBMIT LETTER CERTIFYING SPECIFIED BEARING CAPACITY PLACE NEW FOOTING UNDER EXISTING FTG. — REMOVE & REPLACE EXISTING SLAB AS REQD. F3 F3 C3 C3 F3 (D V_ Li 3 Cl F3 I I I II ca III L* II II PLACE NEW FOOTING UNDER EXISTING FTG. REMOVE & REPLACE EXISTING SLAB AS REQD. F3 I I II m Cl Fro C2 FOUNDATION & GROUND FLOOR PLAN 3/16 1 ' - 0" FOOTING SCHEDULE MARK SIZE REINFORCING TYPE BOT. TOP TE 8" X 8" CONT. 1 # 5 CONT. 8X8 WF16 16" X 12" CONT. 3 # 5 CONT 3 # 5 CONT WF20 20 " X 12" CONT. 2 # 5 CONT TYPE F3 3' -0" X 3' -0" X 20" 4 # 5 E.W. #3 ®8 TYPE 's? m zN O Lu NOTES: + 0' —D" TOP 4" SLAB ON GRADE, OVER WELL COMPACTED FILL (95% MAX. DENSITY) AND 6 MILL VISQUEEN, REINFORCED W /6X6W1.4XW1.4W.W.F PLACE NEW FOOTING UNDER EXISTING FIG. 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