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HomeMy WebLinkAbout213 S Laurel Ave 18-2709- RENOVATIONSCITY OF SkNFU" RD Ag FIRE DEPARTMENT �.w y 'rte =.Building &Five Prevention Division JUN 14 2018 L PERMIT APPLI CA TION 15 Application No: Documented Construction Value: $ ( 3 e i (9O� Job Addressa13 S LAUREL AVE SANFORD, FL 32771-1265 Historic District: Yes Parcel ID: 25-19-30-5AG-0407-0090 Residential Commercial Type of Work: New❑ Addition❑ Alteration Repair a Demo ❑ Change of Use❑ Move ❑ Description of Work: Renovate existing house Plan Review Contact Person: Charlie Hull Phone: 321-578-0135 Fax: Title:Trust Pres. Email: chu11236@gmail.com Property Owner Information Name SANFORD HERITAGE REVOLVING FUND INC Street: 401 E 1 ST ST City, State Zip: SANFORD, FL 32772 Phone: 321-578-0135 Resident of property? : No Contractor Information Name wise Marine Construction, Inc. Street: 116 E 1st St., Suite 212 City, State Zip: Sanford, FI 32771 Phone: 407-297-0181 Fax: State License No.: CBC #058889 Architect/Engineer Information Name: '�Z'D') Izo d'I�n� 1�� , Phone: L(8"- •-_� 2 ~i. Sao o 110-21 Street: t 0-2 I C u cN-,_ Fax: IYOD ' 32--�l City, St, Zip: SS,I�I'rZt i— �- Z�'� E-mail: Qrc Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A+ NOTICE 'OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work. and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will he performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work; plumbing; signs, wells; pools; y furnaces, boilers, heaters; tanks, and air conditioners, etc. / FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6"' Edition (201.7) Florida Building Code C\ Revised:.lmnuary 1. 2015 Permit Application THIS STRUCTURE (RISK CATEGORY II AND LANDWARD OF THE COUNTOUR LINE) IS QT IN THE WIND-BORNE DEBRIS REGION C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): ' A'< >`A ` HIPPED ROOF (1-21 DEG.) 1. A = 6'-4' H = 22'-8' 2. PRESSURES SHOWN ARE APPLIED NORMAL t0 THE SURFACE. 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURE ACTING TOWARDS AND AWAY FROM THE SURFACES, RESPECTIVELY. 4. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN, VALUE MAY BE INTERPOLATED, OTHERWISE USE THE VALUE ASSOCIATED WITH THE LOWER EFFECTIVE WIND AREA. �A 01"I0L.I T I ON NOTES A. STRUCTURAL WORK SHALL BE IN ACCORDANCE. WITH THE FLORIDA BUILDING CODE, 6TH A. THE CONTRACTOR 64ALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND ROOF EDITION (201"1), AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. CONDITIONS AT THE SITE, INCLUDING, BUT NOT LIMITED TO, EXISTING PIPES, UTILITIES, POWER ZONE 2 ZONE 3 LINES, ETC., AND SHALL NOTIFY THE OWNER OF DISCREPANCIES BETWEEN THE ACTUAL B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS, BEFORE PROCEEDING WITH THE 12.8/-52.1 CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES BETWEEN WORK 281/-383 THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE 12.0/-30.6 12.0/-41.1 PROCEEDING WITH THE WORK. 21.4/-298 21.4/-35.6 50 TO 99.99 CAST s I N - f=L.AC CONCRETE C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETE 252/-28.2 25.8/-325 DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE METHODS OF CONSTRUCTION 10.1 / -28.1 10.1/-340 UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES q_ ALL CONCRETE SHALL HAVE THE FOLLOWING: MIN. COMPRESSIVE STRENGTH AT (26) DAYS: 24.5 / -298 NECESSARY TO PROTECT THE WORKMEN OR OTHER PERSONS DURING CONSTRUCTION. • 9 SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR EARTH FOOTINGS ............... 3000 PSI • BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT AND BRACING FOR PREFABRICATED 2. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. CRANES AND Cs1N POLES. ` B. CAST -IN-PLACE CONCRETE SHALL MEET THE FOLLOWING MATERIAL REQUIREMENTS: POUNDS PER SQUARE FOOT 3. NOMINAL PANEL THICKNESSES SPECIFIED ON PLAN TO BE AS FOLLOWS: 1. CEMENT: USE DOMESTIC PORTLAND CEMENT D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL 2. FINE AGGREGATE: CLEAN SAND PANEL WIDTH STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE 3. COARSE AGGREGATE: CLEAN LIME STONE, SIZE 51, EXCEPT FOR FILL CELLS, WHICH b. 15/32' - .469' THICKNESS - 24/16 SPAN RATING DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY SHALL BE SIZE 8. REFERENCE THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY 4. NO CALCIUM CHLORIDE SHALL BE USED. BOND BEAM OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. d. 23/32' - .119' THICKINESS - 48124 SPAN RATING BLDG BUILD ING C. ALL CONCRETE SHALL HAVE A SLUMP OF 4', PLUS OR MINUS 1', AND HAVE 2% TO 4% AIR E. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS OF ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 058. D. THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE BM BEAM GENERAL CONTRACTORS RESPONSIBILITY TO INSURE THAT THE SUBCONTRACTORS ARE D. DALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH 'THE BUILDING CODE BP INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BY REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318 LATEST EDITION, AND METAL CONNECTORS TO BE PROVIDES e" 51' -IPSO 1 STRONG -TIE. REFER TO 2015-2016 AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301. F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF BTJ BOLTED TIE JOIST QUANTITIES, LENGTHS OR FIT OF MATERIALS. CONCRETE r'1s4SO 1 *T0' G. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS AND ROOF WITH MECHANICAL A. ALL MASONRY CONSTRUCTION SHALL CONFORM TO AGI 'BUILDING CODE REQUIREMENTS SPECIFIED COMPONENTS. AND ELECTRICAL REQUIREMENTS. FOR MASONRY STRUCTURES' CACI 530) AND ACI 'SPECIFICATIONS FOR MASONRY TOP AND BOTTOM T AND G STRUCTURES' (ACI 530.1), LATEST EDITION, EXCEPT AS AMENDED BELOW. H. SUBMIT WRITTEN REQUEST t0 THE ENGINEER FOR APPROVAL OF ANY PROPOSED CHANGE ALL NAILS SHALL BE 'COMMON', U.N.O. NAIL SIZES TO BE AS FOLLOWS: CC TO THE REQUIREMENTS OF THE CONTRACT DOCUMENT5. SPLICING, CUTTING, NOTCHING OR B. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM G 90, NORMAL WEIGHT, WITH A 1. Sd - .131' x 2 1/2' OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON UNIT NET SECTION. TYPICAL AUTHORIZATION OF THE STRUCTURAL ENGINEER. ANY UNAUTHORIZED DEVIATION FROM THE CL CENTERLINE CONTRACT DOCUMENTS, AND CORRECTION THEREOF, IS THE RESPONSIBILITY OF THE C. THE DESIGN NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY (F 'm) WALLS 15 CMU CONTRACTOR. 1500 PSI. COMPLIANCE WITH THE SPECIFIED STRENGTH (F 'M = 1500 PSI) SHALL BE 4. 16D - .162' x 3 1/2' SLR. VERIFIED BY THE 'UNIT STRENGTH METHOD', IN ACCORDANCE WITH AGI 530.1, SECTION 1.4. OLIN D. MORTAR SHALL COMPLY WITH ASTM C 210, TYPE 'M' OR 'S', WITH MINIMUM 28 -DAY COL COLUMN COMPRESSIVE STRENGTH OF 1800 PSI. A. DESIGN DATA E. GROUT FOR FILLED CELLS SHALL CONFORM TO ASTM C41ro, WITH A SLUMP OF BETWEEN 8' WATERPROOF 1. ROOF DEAD LOAD .......... 15 PSF AND 11'. GROUT COMPRESSIVE STRENGTH AT (28) DAYS SHALL BE 3000 PSI. JOB SITE CONNECTION 2. ROOF LIVE LOAD .......... 20 PSF MIXING OF GROUT SHALL NOT BE PERMITTED. CONSTRUCTION 3. IST 4 2ND FLOOR DEAD LOAD .......... 15 PSF 4.15T 4 2ND FLOOR LIVE LOAD .......... 40 PSF F. CONCRETE BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING. C5J 5. PORCH 4 DECK DEAD LOAD .......... 10 PSF 6. PORCH 4 DECK LIVE LOAD .......... 40 PSF G. VERTICAL REINFORCING IS TYPICALLY CENTERED IN THE WALL (UNLESS NOTED OTHERWISE), PLYWOOD ROOF SHEATHING AND MUST HAVE A MINIMUM CLEARANCE OF 1/2' TO INSIDE FACE OF WEB. B. WIND LOADS THIS STRUCTURE HAS BEEN DESIGNED FOR WIND LOADS IN ACCORDANCE WITH CHAPTER 16 H. EXTEND ALL WALL VERTICAL REINF. TO WITHIN 2' OF TOP OF WALL OR BEAM, U.N.O. DEPARTMENT OF THE FLORIDA BUILDING CODE, 5TH EDITION (2014) AND ASCE-1 AS FOLLOWS: PLYWOOD, EXPOSURE 1, GRADE C -D, APA RATED 32/16, SPECIFIC GRAVITY = DET. RISK CATEGORY .......... CATEGORY II OAS OR GREATER ALL END JOINTS SHALL BE STAGGERED 1/2 PANEL ULTIMATE DESIGN WIND SPEED .......... 140 MPH (3 -SECOND GUST) FOUNDATIONS NOMINAL DESIGN WIND SPEED .......... 108 MPH DIA. DIAMETER EXPOSURE CATEGORY .......... B A. THESE PARAMETERS HAVE BEEN ASSUMED FOR THIS SITE, BASED ON PRESUMPTIVE VALUES DIM BUILDING CLASSIFICATION ....... I.. ENCLOSED FOR $OIL MATERIAL CLASSIFICATION, CONISISTING OF SAND, SILTY SAND, CLAYEY SAND, BE AS FOLLOWS: INT. PRESSURE COEFF. (+/-) 0.18 SILTY GRAVEL AND CLAYEY GRAVEL, PER FBG SECTION 1806: THIS STRUCTURE (RISK CATEGORY II AND LANDWARD OF THE COUNTOUR LINE) IS QT IN THE WIND-BORNE DEBRIS REGION C. NOMINAL DESIGN WIND PRESSURES (COMPONENTS AND CLADDING): ' A'< >`A ` HIPPED ROOF (1-21 DEG.) 1. A = 6'-4' H = 22'-8' 2. PRESSURES SHOWN ARE APPLIED NORMAL t0 THE SURFACE. 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURE ACTING TOWARDS AND AWAY FROM THE SURFACES, RESPECTIVELY. 4. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN, VALUE MAY BE INTERPOLATED, OTHERWISE USE THE VALUE ASSOCIATED WITH THE LOWER EFFECTIVE WIND AREA. �A ALLOWABLE SOIL BEARING PRESSURE ............ 2000 PSF MODULUS OF SUB -GRADE, 'K ..................... 150 PCI B. PRIOR TO PLACING CONCRETE SLAB, ORGANIC SOILS AND SOFT/LOOSE COMPRESSIBLE MATERIALS SHALL BE COMPLETELY REMOVED FROM THE PROPOSED LIMITS OF SLAB CONSTRUCTION. C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL AREAS SHALL BE INORGANIC, NON -PLASTIC GRANULAR SOIL (CLEAN SANDS). THE FILL SHALL BE PLACED IN LEVEL LIFTS NOT TO EXCEED 12 INCHES LOOSE THICKNESS, AND COMPACTED TO A MINIMUM OF 95% OF THE SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1551. IN-PLACE DENSITY TESTS SHALL BE PERFORMED ON EACH LIFT BY AN EXPERIENCED ENGINEERING TECHNICIAN TO VERIFY THAT THE REQUIRED DEGREE OF COMPACTION HAS BEEN ACHIEVED. A SOIL COMPACTION TEST SHALL BE PERFORMED IN EVERY SPREAD FOOTING PAD SUB -GRADE. D. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR THE EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. E. SOIL PRESSURES IMPOSED ON FINAL PREPARED FOUNDATION STRATA SHALL NOT EXCEED SPECIFIED ALLOWABLE, INCLUDING ALL SPECIFIED DEAD AND LIVE LOADS. F. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. G. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE, UN.O. RO>CY CzROUT ANCHORS A. ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SOLID EPDXY-BASED SYSTEM, SUPPLIED IN MA.NI'JFACTURER'S STANDARD SIDE-BY-SIDE CARTRIDGE, AND DISPENSED THROUGH A STATIC MIXING NOZZLE SUPPLIED BY THE MANUFACTURER B. ADHESIVE SHALL BE 'EPDXY-TIE SET' FROM 5.. STRONG -TIE. ANCHORS SHALL BE INSTALLED PER 5 � 1. STRONG -TIE INSTRJCTIONS FOR 'EPDXY-TIE SET'. WOOD FRAMING A. ALL SOLID SAULN (55) FRAMING LUMBER TO BE AS FOLLOWS: 1. RAFTERS/JOISTS...................................... 02 SYP 2. POSTS, COL :, S ..................................... 02 GYP 3. WALL PLATES........................................."2 SYP, U.N.O. 4. WALL HEADERS......................................."2 SYP 5. WALL STUDS.........................................."2 SYP, UN.O. B. ALL ENGINEERED WOOD PRODUCTS (EWE') TO BE AS FOLLOWS: 1. ALL STRUCTURAL COMPOSITE LUMMER (SGL) TO eE PROVIDED BY TRUSJOIST OR EQUIVALENT. IN 5X OF ST �UCTURAL i:),4LU INKS DESIGN WIND PRESSURES (PSF): COMPONENTS AND CLADDING FOR NOMINAL WIND SPEED (ASD) PAGE EFFECTIVE AREA (SF) TITLE ROOF WALLS ZONE 1 ZONE 2 ZONE 3 ZONE 4 ZONE 5 0TO19.99 12.8/-31.4 12.8/-52.1 12B/-52.1 261/ -31.1 281/-383 20 TO 49.99 12.0/-30.6 12.0/-41.1 12.0/-41.1 21.4/-298 21.4/-35.6 50 TO 99.99 10.9 / -29.5 10.9 / -39.6 10.9 / -39.6 252/-28.2 25.8/-325 �00 AND OVE 10.1 / -28.1 10.1/-340 10.1 / -34.0 245/-26.S 24.5 / -298 ALLOWABLE SOIL BEARING PRESSURE ............ 2000 PSF MODULUS OF SUB -GRADE, 'K ..................... 150 PCI B. PRIOR TO PLACING CONCRETE SLAB, ORGANIC SOILS AND SOFT/LOOSE COMPRESSIBLE MATERIALS SHALL BE COMPLETELY REMOVED FROM THE PROPOSED LIMITS OF SLAB CONSTRUCTION. C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL AREAS SHALL BE INORGANIC, NON -PLASTIC GRANULAR SOIL (CLEAN SANDS). THE FILL SHALL BE PLACED IN LEVEL LIFTS NOT TO EXCEED 12 INCHES LOOSE THICKNESS, AND COMPACTED TO A MINIMUM OF 95% OF THE SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1551. IN-PLACE DENSITY TESTS SHALL BE PERFORMED ON EACH LIFT BY AN EXPERIENCED ENGINEERING TECHNICIAN TO VERIFY THAT THE REQUIRED DEGREE OF COMPACTION HAS BEEN ACHIEVED. A SOIL COMPACTION TEST SHALL BE PERFORMED IN EVERY SPREAD FOOTING PAD SUB -GRADE. D. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR THE EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. E. SOIL PRESSURES IMPOSED ON FINAL PREPARED FOUNDATION STRATA SHALL NOT EXCEED SPECIFIED ALLOWABLE, INCLUDING ALL SPECIFIED DEAD AND LIVE LOADS. F. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. G. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE, UN.O. RO>CY CzROUT ANCHORS A. ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SOLID EPDXY-BASED SYSTEM, SUPPLIED IN MA.NI'JFACTURER'S STANDARD SIDE-BY-SIDE CARTRIDGE, AND DISPENSED THROUGH A STATIC MIXING NOZZLE SUPPLIED BY THE MANUFACTURER B. ADHESIVE SHALL BE 'EPDXY-TIE SET' FROM 5.. STRONG -TIE. ANCHORS SHALL BE INSTALLED PER 5 � 1. STRONG -TIE INSTRJCTIONS FOR 'EPDXY-TIE SET'. WOOD FRAMING A. ALL SOLID SAULN (55) FRAMING LUMBER TO BE AS FOLLOWS: 1. RAFTERS/JOISTS...................................... 02 SYP 2. POSTS, COL :, S ..................................... 02 GYP 3. WALL PLATES........................................."2 SYP, U.N.O. 4. WALL HEADERS......................................."2 SYP 5. WALL STUDS.........................................."2 SYP, UN.O. B. ALL ENGINEERED WOOD PRODUCTS (EWE') TO BE AS FOLLOWS: 1. ALL STRUCTURAL COMPOSITE LUMMER (SGL) TO eE PROVIDED BY TRUSJOIST OR EQUIVALENT. IN 5X OF ST �UCTURAL i:),4LU INKS Q tu} PAGE SHEETJ TITLE Q� I S-1.1 GENERAL STRUCTURAL NOTES • 2 5-2.0 FIRST FLOOR FRAMING PLAN • 3 5-2.1 FOUNDATION DETAILS • 4 5-2.2 LOW ROOF FRAMING AND SECTIONS • 5 5-23 INTERIOR BEARING WALL CUTOUT • 6 5-2.4 HIGH ROOF FRAMING AND SECTIONS • 1 5-3.1 INTERIOR BEARING WALL CUTOUT • 8 S-4.1 DIMENSIONED FLOOR PLANS • 9 5-42 ELEVATION VIEWS • MANUR MANUFACTURE/MANUFACTURER MATL MATERIAL AE5E5REVIAT IONS MAXIMUM a. BEAMS b. COLUMNS MASONRY BEAM MD METAL DECK LSL - 155E LSL - 13E MECHANICAL MEZZ MEZZANINE LVL - 1.9E .LVL - IBE A.B. ANCHOR BOLTS MISCELLANEOUS PSL - 2 OE ACI AMERICAN CONCRETE INSTITUTE METAL N.I.C. AISC AMERICAN INSTITUTE OF STEEL NOMINAL 2. ALL 1 -JOISTS TO BE PERFORMANCE RATED I -JOISTS (PRI) 40, U.N.O. NOT TO SCALE CONSTRUCTION NORMAL WEIGHT TOPPING 3. ALL EWP TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS AND INSTRUCTIONS. AISI AMERICAN IRON AND STEEL INSTITUTE OPENING OFF. ALT ALTERNATE/ALTERNATIVE C. ALL SHEATHING TO BE AS FOLLOWS: ARCH. ARCHITECTURE/ARCHITECTURAL PLYWOOD I. ALL SHEATHING TO BE APA OR TECO RATED. ASTM AMERICAN SOCIETY FOR TESTING AND PREFABRICATED 2. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. PROJECTION MATERIALS POUNDS PER SQUARE FOOT 3. NOMINAL PANEL THICKNESSES SPECIFIED ON PLAN TO BE AS FOLLOWS: AWS AMERICAN WELDING SOCIETY PRESSURE TREATED a. 1/16' - .421' THICKNESS - 24/0 SPAN RATING PANEL WIDTH RCP REINFORCED CONCRETE PIPE b. 15/32' - .469' THICKNESS - 24/16 SPAN RATING B/ BOTTOM OF REFERENCE c. 19/32' - 594' THICKNESS - 32/16 SPAN RATING Be BOND BEAM REQUIRED d. 23/32' - .119' THICKINESS - 48124 SPAN RATING BLDG BUILD ING STUD ANCHOR SCHED BLK BLOCK D. ALL ATTACHMENTS SHALL BE AS 1INDICATED IN FBG TABLE 2304.9.1, U.N.O. BM BEAM SPACE/SPACES ` I i SPECS BP BASE PLATE/BEARING PLATE E. METAL CONNECTORS TO BE PROVIDES e" 51' -IPSO 1 STRONG -TIE. REFER TO 2015-2016 BRG BEARING SNORT -SLOTTED H E SIMPSON WOOD CONSTRUCTION C X ,ECTORS CATALOG FOR ADDITIONAL INFORMATION. BTJ BOLTED TIE JOIST STEEL co ALTERNATE CONNECTORS WITH EQUIVALENT OR HIGHER LOADS MAY BE USED IN LIEU OF STRUCTURAL .. SYM SYMMETRICAL SPECIFIED COMPONENTS. CANT CANTILEVER TOP AND BOTTOM T AND G CB CONCRETE BEAM F. ALL NAILS SHALL BE 'COMMON', U.N.O. NAIL SIZES TO BE AS FOLLOWS: CC CONCRETE COLUMN THICK 1. Sd - .131' x 2 1/2' CJ CONTRACTION JOINT/CONTROL JOINT TYPICAL 2. 10d - .148' x 3' CL CENTERLINE VERTICAL 3. 12d - .148' x 3 1/4' CMU CONCRETE MASONRY UNIT WIDE FLANGE 4. 16D - .162' x 3 1/2' SLR. CLEAR/CLEARANCE _ WITHOUT WD COL COLUMN WALL FOOTING WH CONC. CONCRETE WATERPROOF W.P. CONNX CONNECTION SHEATHING ATTACH1" LENT CONST CONSTRUCTION C5J CONSTRUCTION JOINT A. PLYWOOD ROOF SHEATHING ROOF DECK SHALL BE 1/16' OSB, EXPOSURE 1, APA RATED 24/16 OR 15/32' DEPT DEPARTMENT PLYWOOD, EXPOSURE 1, GRADE C -D, APA RATED 32/16, SPECIFIC GRAVITY = DET. DETAIL OAS OR GREATER ALL END JOINTS SHALL BE STAGGERED 1/2 PANEL OFT DRY FILM THICKNESS LENGTH IN ALTERNATING ROWS. LONG DIMENSION SHALL BE DIA. DIAMETER PER!c`ENDIGULAR TO FRAMING. FASTENERS FOR THE ROOF SHEATHING SHALL DIM DIMENSION BE AS FOLLOWS: DIST DISTANCE ON DOWN MINIMUM 8d RING SUANK NAILS B b• O.C_ ALONG EDGES AND BLOCKING, AND DR DRAIN MINIMUM Sd RING SL4A%*K NAILS a 12' O.C. ALONG INTERMEDIATE SUPPORT. DWG DRAWING B. PLYWOOD WALL SHEATHING EA. EE EACH EACH END WALL SHEATHING SHALL BE 1/16' OSS, EXPOSURE 1, APA RATED 24/16 OR EF EACH FACE 15/32' PLYWOOD, EXPOSURE 1, GRADE C -D, APA RATED 24/16. ALL END EL ELEVATION JOINTS SHALL BE STAGGERED V2 PANEL LENGTH IN ALTERNATING ROWS, EMB EMBEDMENT LONG DIMENSION SHALL BE PERE=_\"_*)IGULAR TO FRAMING. FASTENERS FOR ENGR ENGINEER THE WALL SHEATHING SHALL BE AS FOL_LOIIlS: EOS EDGE OF SLAB MINIMUM 8d NAILS 6 6' O.C. ALONKs EDGES AND BLOCKING, AND EW EACH WAYEXIST. EXISTING MINIMUM Sd NAILS ® 12' O.C. AL04-11 IN ERMEDIATE SUPPORT. EXT. EXTERIOR G. PLYWOOD FLOOR SHEATHING F.D. FLOOR DRAIN FLOOR DECK SWALL BE 23/32' P_YWOOO, EXPOSURE 1, GRADE C -D, APA FF FINISH FLOOR RATED 48/24, GLUED AND NAILED. ALL END JOINTS SHALL BE STAGGERED FLR FLOOR 1/2 PANEL LENGTH IN ALTEWATi413i ROWS. LONG DIMENSION SHALL BE FTG FOOTING PERPENDICULAR TO FRAMING. FASTENERS FOR THE FLOOR SHEATHING F.V. FIELD VERIFY SHALL BE AS FOLLOWS: GA. GAGE/GAUGE MINIMUM 10d NAILS • 6' O.G. ALONG EDC -LES AND BLOCKING, AND GALV. GALVANIZED MINIMUM 10d NAILS • 12' O.CALONS- INTEtZ IEDIATE SUPPORT. G.G. GENERAL CONTRACTOR GLU-LAM GLUE -LAMINATED GN. GENERAL NOTES DOD ANCHOR STUDS HORIZ. HR HSS HOLLOW STRUCTURAL SECTIONS A. ALL STRUCTURAL MEMBERS C%= WOOD OR STRUCTURAL COMPOSITE LUMBER EXPOSED TO HT. HEIGHT WEATHER OR IN DIRECT GROUND CONTACT (DECK/BALCONY BOARDS, JOISTS, POSTS, ETC.) SHALL BE PRESSURE PRESERVATIVE TREATED TO A LEVEL RATED FOR THE SPECIFIC INT. INTERIOR APPLICATION. BORATE -TREATED WOOD SHALL NOT BE USED AS/FOR STRUCTURAL MEMBERS EXPOSED TO WEATHER OR IN DIRECT GROUND CONTACT, UNLESS SPECIFICALLY JST JOIST RATED BY THE MAUFACTURER/TREATER AS ADEQUATE FOR THE USE. JT JOINT B. ALL INTERIOR WOOD BASED t Z,"'.SERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY LDH LONG DIMENSION HORIZONTAL SHALL BE PRESSURE PRESERVATIVE TREATED TO RESIST DECAY. LDV LONG DIMENSION VERTICAL LGTH LENGTH C. ALL METAL FASTENERS AND GO!N'=CTORS EKED TO HEATHER OR IN CONTACT WITH LLH LONG LEG HORIZONTAL CORROSIVE MATERIALS (ACQ, CA -B, CSA -E, ETCJ 5&4ALL BE Z -MAX COATED, HOT DIPPED LLV LONG LEG VERTICAL GALVANIZED, STAINLESS STEEL OR OTi-ERI:115E RATED BY THE MANUFACTURER FOR COMPATIBILITY CATH THE APPLICATION. THE EXTERIOR APPLICATION OF ANY MATERIAL TREATED WITH A PRESSURE PRESERVATIVE CONTAINING TONIA SHALL REQUIRE THE EXCLUSIVE USE Or- STAINLESS STEEL FASTENERS AND CONNECTORS. THE USE OF ANY MATERIAL TREATED WITH THE PRESSURE Pf;ES=RVATIVE ACZA SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL FAS' =RS AND CONNECTORS. D. STAINLESS STEEL AND ZING -PLATED (Z -MAX, HDG, ETCJ FASTENERS AND CONNECTORS MAY NOT BE CO IS NED. USE Oti"_" STANC-ESS STEEL FASTENERS WITH STAINLESS STEEL CONNECTORS. l E ONLY ZINC -PLA -MO. FASTENERS WITH ZINC -PLATED CONNECTORS. E. REGULAR INSPECTION AND MAINTENANCE OF WOOD, WOOD BASED AND METAL PRODUCTS USED IN OUTDOOR OR OTHER CORROSIVE ENV112Rr"'=--IT5 OR APPLICATIONS IS NECESSARY FOR CONTINUED LONG-TEENZ" i SATISrACTORY PERFORMANCE. MANUR MANUFACTURE/MANUFACTURER MATL MATERIAL MAX. MAXIMUM MB MASONRY BEAM MD METAL DECK MECH. MECHANICAL MEZZ MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MO MASONRY OPENING MTL METAL N.I.C. NOT IN CONTRACT NOM NOMINAL N.T.S. NOT TO SCALE N.W.T. NORMAL WEIGHT TOPPING O.G. ON CENTER OPNG OPENING OFF. OPPOSITE PCC PRE -CAST CONCRETE PL PLATE PLY. PLYWOOD PRE -ENG PRE-ENGINEERED PREFAB PREFABRICATED PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESSURE TREATED PW PANEL WIDTH RCP REINFORCED CONCRETE PIPE R.A. ROOF DRAIN REF REFERENCE RE INF RE INFORC ING RECD. REQUIRED RW RETAINING WALL SA STUD ANCHOR SCHED SCHEDULE SF STEPPED FOOTING SIM. SIMILAR SPG SPACE/SPACES ` I i SPECS SPECIFICATIONS SQ. SQUARE Z 55 STAINLESS STEEL SSL SNORT -SLOTTED H E STD STANDARD o GTL STEEL co STRUC STRUCTURAL .. SYM SYMMETRICAL T/ TOP OF T AND B TOP AND BOTTOM T AND G TONGUE AND GROOVE TB TIE BEAM THD THREAD/THREADED THK THICK TS TUBE STEEL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL VOL VOLUME W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WF WALL FOOTING WH WEEP HOLE WP WATERPROOF W.P. WORKING POINT W.W.F. WELDED WIRE FABRIC RECORD COPY REVIEWED FOR CODE COMPLIANCE PLANS EXAMINER DATE SANFORD BUILDING DIVISION A PERMIT ISSUED SHALL BE CONSTRUED TO BE A LICENSE TO PROCEED WITH THE WORK AND NOT AS AUTHORITY TO VIOLATE, CANCEL, ALTER OR SET ASIDE ANY OF THE PROVISIONS OF THE TECHNICAL CODES, NOR SHALL ISSUANCE OF A PERMIT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING A CORRECTION OF ERRORS IN PLANS, CONSTRUCTION OR VIOLATIONS OF THIS CODE �! Il�nti HISTORIC PERMIT 6 All work must be done in strict accordance with the Approved Certificate ofAppropriateness 'n0 Building does not approve any work outside this scope I�A Permit Applicant is soley responsible for compliance #18-2709 ■ V � R � Q\ H h O zu 0 O� ftftn 0 U w V Uj zWz o� w z .a �M N A W A (� xa�"'UaA �+ Voop z z w U00,4 O W ..i N O ova W� JOB NO: e��z 11-460 "ym� O?yt� X40. SHEET Uj H y� .a s'npN Fa op44 W E� O b� �4k o r0 V M O a �I l l V O N W � . H ~ DAVID 0�:•'�JCENS � /i • "`N 497 2 • • 2 0 •� 0 R.1 �ONALE . 04-20-2018 RO�IALD FL. PROF. D. DEVLEN P.E. REG. NO. 49782 REVISIONS DATE: 04/20/2016 R SCALE: AS NOTED 14 H 21 stn DRAWN: ASD Oq ry APPROVED: a JOB NO: e��z 11-460 "ym� O?yt� X40. SHEET a�00 ��� y� .a s'npN Fa op44 0. 4�y b� �4k PT 4x4 POST TO ROOF HEADER SET IN 16' DIA. CONC. TYP :�� 9'-8' le 15'-8' k 26'-0' L. 10'-0' ADDITION (2) PT 2x12 SPREADER T4x4 STUB POST TO ROOF HEADER P% DE T�,T. 3/5-2.1 11 X—NEW ADDITIc SYP h 52J 4x6 EDGE BE -- �I EW FRONT PORCH 4'-0' 9'-8' T4x4 STUB POST TO ROOF HEADER DET. 3/5-2.1 15'-8' 3'-6 '1/16' 36'-0' FIRST 1.00 I: A1„i INCx PLAN � SCALE: 1/4' = 1'-0' \--,.T 4x4 POST EXTEND TO TRAIL SET IN Ib' DIA. CONC. DET. 1/5-2.1 (TYP. ALONG FRONT EDGE) OFOR GENERAL STRUCTURAL NOTES, SEE SHEET 8-1.1. OG.G. TO VERIFY ALL DIMENSIONS. L; lk b RN C aoo3 o , .4 04 `'4Foyaq�WoW 2.5, k V��Cq a�y� 8'-- 0 0 521T 8 EXISTING I>< M IST I I TO REMAIN p�12 EXISTING 11 ,--UNDERSIDE — 52.1 TO REMAIN 52.1 0 PT 4x4 POST 0 SET IN 16' DIA. CONC. EW MASONRY PIER MPIb DET. 2/5-2.1 W/ PT 6xb POST (TYP. ALONG REAR) I I 1 y d' NEW MASONRY PIER MPlro 10 cA 8- 53.1 W/ PT 4x4 POST P e YP 0 i 12 4x6 EDGE 4x6 EDGE ' EAM `n EAM °' itlY/ _ 7 I I I I I I$ I NEW MASONRY PIER is b'-0' O.G. (+/-) AS SHOWN EXISTING DET. 11/5ol 0 �,' O TO REMAIN m 4'41' TE M 4'-3' rz I 1 I— --- — —--y SYP--- ``� i 4xb EDGE BES. d1 tv'EW MASON21' PIE MP16 W/ PT 4x POST \ 52.1 `N EW WOOD FFR4:, .= B:=aRr�15 WALL - 2x4 STUDS a The MAY- O.G. 7 B ° NDERSIDE PT tx4 POST EXISTINGAi% -� ` ` ` TO REMAIN SET IN 16 DIA. CONC DET. 2/5-2J (TYP. ALONG: REAR) ` '- (2) PT 2x12 SPREADER r' TYF—/ 4'-8 3/4' (2) SPA a 5'-0' 10 4- 6� 1 �I EW FRONT PORCH 4'-0' 9'-8' T4x4 STUB POST TO ROOF HEADER DET. 3/5-2.1 15'-8' 3'-6 '1/16' 36'-0' FIRST 1.00 I: A1„i INCx PLAN � SCALE: 1/4' = 1'-0' \--,.T 4x4 POST EXTEND TO TRAIL SET IN Ib' DIA. CONC. DET. 1/5-2.1 (TYP. ALONG FRONT EDGE) OFOR GENERAL STRUCTURAL NOTES, SEE SHEET 8-1.1. OG.G. TO VERIFY ALL DIMENSIONS. L; lk b RN C aoo3 o , .4 04 `'4Foyaq�WoW 2.5, k V��Cq a�y� M L FOOTING POST SEE PLAN /-PT 4x4 COLUMN SEE PLAN OMPOSITE OR SYP 02 5/4 x 6 DECK le 6' O.G. OR WOOD FLOOR PER OWNS I PT SYP 02 2x8 JOISTS e 16' MAX. O.G. SEE PLAN 2) 3/4' DIA. I-1DG PT 4x4 POST CARRIAGE BOLTS IN CONC. FOOTING I DET. 5/52.1 $ DET. 6/S2.h� I PT SYP "2 2x12 SPREADER (F.S AND N.S.) (2 PER POST) R NI i I PORCH/DSC< COLD" (N SUPPORT � MD�r I SCALE: 1 1/2'= I'-0' PT 4x4 POST SEE PLAN II�IIIII�IIIII�III 2500 PSI CONC. BACKFILL 05 x 12' DOWEL AS SHOWN m 4X4 POST OPTIONAL GONC. MASONRY BLOCK 2.12x1 1'-4' DIA. CONC. T/DECK SEE SECTIONIP FOOTING: POST E PLAN COMPOSITE OR SYP 02 5/4 x 6 DECK 6' O.G. R WOOD FLO R PER OWNER SIMPSON H2.5A I EA. JOIST MI PT 4x4 POST IN CONC. FOOTING DET. 5/52.1 Q DET. 6162.f-� \ �t SPIE 04D R C, SCALE: 11/2'm 1'-0' PT 4x4 POST SEE PLAN -I I I—I 11,1 1 11,11 I I—I 1 1► -III=III—I I I 11�11111�11111�11 2500 PSI CONC. FOOTING SEE PLANLL SEE PLA w Q� CONC. BACKFILL � U. U o� U ? 4x4 STUB COLUMN 05 x 12' DOWEL I -- I SEE PLAN COMPOST-_ OR AS SHOWN O W uj arQ=.w� 0 SYP 025/4x&DECK e 4x4 POST -Z s: W� 6 6' O.G OR A� W WOOD FLOOR PER O.:J�R OPTIONAL GONG. I r MASONRY BLOCK O � ZW 2x,2.1 1'-4' DIA. 1 GONG. PORCH FOUNDAT ION SCALE: I'm 1'-0' NOT USED O PT SYP 02 2x8 JOISTS 6 16' MAX. D.G. SEE PLAN �-(2) 5/8' DIA. CARRIAGE BOLTS �—PT SYP *2 2x12 SPREADERS (F.S AND N.SJ (2 TOTAL) I CT I ON TO POST 2 DECD FOUNDATION SCALE: 1'= V-0' NOT USD CL FOOTING POST ■ V � CONC. FOOTING SEE PLANLL SEE PLA w Q� � U. U o� U 4x4 STUB COLUMN I W I SEE PLAN COMPOST-_ OR 'sr z O W uj arQ=.w� a Z SYP 025/4x&DECK Uia: s: W� 6 6' O.G OR A� W WOOD FLOOR PER O.:J�R I I r O � ZW 1 PT SYP 02 2xE JO'5T H 16' MAY, 0! O U�� � g7 N O H DAV/p ' � �\ ENS�••F/�l� (2) 3/4' DIA_ 4�Cs 9782 : Z S _• � OF ' I "NALEN�; 04-20-2018 CARRIAGE BCT '!'DONALD FL. PROF. I REVISIONS I PT SYP 12 I I 1 2x12 SPREADER DRAWN: i ,ASD c C F APPROVED: RDD (FS AND N.5> (2 PER POST) '-PT 4x4 POST I V I I M CONC.FOOTING STUB POST TO=„�,tDi� CONNECTION SCALE: 11/2's 1'-C' FA( 2x4 FF WALL SI - SEE GE 4x6 EDG SE (2) 8' c RE INFC FILLED W SE SHEATHING =N. NOTES 16 'x2, ■ V � CONC. FOOTING SEE PLANLL 1 � w Q� � U. U o� U zo C7 Wz zW ~Qo -w-lz > M 4 A W M ZA T rPICAL CONCRETE PIER FOUND4TION 11 SCALE: 1 1/2' = 1'-0' NOT USED NOT USED 1'-a c,ist■ cf� m 1) ” 5 DOWEL ALTERNATE :ORNERS of MR& PLAN C.I.P. 1) 03 CLOSED TIE GONG. NOTES: /-6T/MASONRY PIER TOP OF PIER SHALL SEE PLAN BE MIN. 8' BOND cfJ F BEAM UNLESS NOTED OTHERWISE ON PLAN wL DOWELS W/ STD. HOOK SEE PLAN, TYP. FINAL GRAD t. 1 1, 111 i -III=' z F3.0 FOOTING I 1 I �- SEE PLANim 3' CLR 05 BAR YP. MLISEVAT ION EA WAY i�f��ONI�Y PI DT,�IL� 12 SCALE: 3/4'= 1'-0' ■ V � 1 � w Q� � U. U o� U zo C7 Wz zW ~Qo -w-lz > M 4 A W M ZA �h � Uwoi ^.a.C)C1 'sr z O W uj arQ=.w� a Z Uia: s: W� A� W r O � ZW H O U�� � g7 N O H DAV/p ' � �\ ENS�••F/�l� ,� 9782 : Z S _• � OF ' RI "NALEN�; 04-20-2018 '!'DONALD FL. PROF. D. DEVLEN P.E. REG. NO. 49782 REVISIONS i DATE: 04/2m/2m18 0 SCALE: A5 NOTED ' DRAWN: i ,ASD c C F APPROVED: RDD JOB NO: 1-(-460 SHEET 4 0 a a Sm2el Q ROOF SHEATHING PER GEN. NOTES WOOD HEADER SEE PLAN WOOD COLUMN SEE PLAN 12 1.25 : 1 1/2'= I'-0' FACE OF SHEATHIN NEW 2x PORCH ROOF RAFTERS le 24' O.C. SEE PLAN-\ SIMPSON LUSU2ro / RAFTER TO LEDGER - 2x8 CONT. LEDGER- W1 EDGERW/ SIMPSON SOWS22400D5 (3) SDS TO EACH WALL STUD (MAXIMUM SPACING 6 24'O.C.) 1-2xro SYP 02 WOOD RAFTERS m 2'-0' MAX. O.C. SEE PLAN SIMPSON H1 RAFTER TO HEADER EXISTING 2x FRAME WALL TING WOOD FLOOR OI PORCH ROOF B"S. S F"AI*lr; UJF4LL � SCALE: 3/4' = 1'-0' NOT USEC) SIMPSON M' (1) 10d TO 1) 10d TO HE SIMPSON 6d TO FACE (4) 10d TO (5) 10d x 1 1/2' TO HIP RAFTER © SIMPSON HI W/ (ro) Sd TO RAFTER (4) 8d TO EDGE BEAM © SIMPSON LSSJ2roLZ W/ (4) 10d TO HIP RAFTER (4) 10d TO RAFTER OD SIMPSON LSSJ2roRZ W/ (4) 10d TO HIP RAFTER (4) 10d TO RAFTER LOW"OOs= AND SSCOND 'LOO" F"A1" IING PLAN - SCALE: SCALE: 1/4' - 1'-C' 1'-4' 19'-10' EXISTING EXISTNG TO REMAIN TRAY CEILING TO RE`:AN SEE SECTION 1/5-23 12 12 12 8 g 2xro SYP n 8 RAFTER 's 24' O.G. 1-� 2.25 G.G. SHALL PROVIDE TEMPORARY SUPPORT PRIOR TO INSTALLATION OF NEW BEAM AND REMOVAL OF BEARING WALL -EXISTING TO REMAIN --NEW SCAB TO RAFT = -R HEADER BEAM SEE PLAN NEW WALL SEE PLAN --A 15U I LwD INC SECTION 2 SCALE: 1/4' 2 F-0' INSTALL CEILMG JOISTS SEE SECTION 2/5-23 12 Q 8 2x6 SYP "2 RAFTER g 24' t2 v 225 GG. 60ALL PROVIDE TEr'. C RY SUPPORT PRIOR TO INSTALLATION O= NEW BEAM AND REMOVAL OF BEARING WALL EXISTNIG TO R_E" .A'N HEADER BEAM SEE PLAN NEW WALL SEE PLAN—/I BUILDING SECTION, 3 SCALE: VA' = 1'-0' 1'-4' 1'-4' NEW PER TRUSS<'T]V'NSTALL TRUSS 'TI' SECTION 3/5-23 1288 2xro SYP 02 RAFTER 6 24'0.C. 12 0 2.25 1--(4) 106 NAILS \--NEW UPTURNED (TYP) HEADER BEAM SEE PLAN EXISTING NEW WALL TO REMAIN SEE PLAN--/ BUIL-DING QCT I ON SCALE: 1/4' = I'-0' 1'-4' BEARING= WALL '(AX. O.G. BEARING WALL IAX. O.C. ■ V � CT w Q'� 0 O 1j. O 0 _ 0o wV W zz �� 4" W V] M eq M M wr■, UwQozA w �J� 1� w NzOo�(CA Z � vd, Y` PON 1 Q V) � W F-4 o � V W W W M �./ � j�•� a w 414, H O H O Q � N o H l� ID E 4 82 LZ ST ,TE OF S�ONALE� ,,•` 04-20-2018 RONALD FL. PROF. D. DEVLEN P.E. REG. NO. 49782 REVISIONS `S w DATE: 04/2m/20L5 SCALE: AS NOTED O DRAWN: ASD 0 4 APPROVED: RDD JOB NO: 1-i-460 ,{ a y 0 SHEET a °a y 2 0 S-2.2 :' 4i F� (9) 10d NAI 2x4 EXISTING 24' O.G. 2x4 EXISTING x $ / 9 24' O.C. x x/ CD) 12 12 6 IK x x/ C9�Q �1 8 ,S Q 8 Sc4e I -- ZZ Gp� /2x4 2x4 p Q �'EXISTING EXISTIN �Q N5TALL 2x8 SYP n REINFORCE EXISTING RAFTER: SCAB SYP 02 2x4xb'-0' (F.S.) TO EXISTING ROOF RAFTER WITH (2) ROWS STAGGERED 10dxl 1/2' NAILS f) 4' OC (TYP R00t=" SECTION � SCALE: 1/2' = I'-0' ROOF eECT ION 2 SCALE: 1/2' = 1'-0' ROOF f5rECTION 3 SCALE: 1/2' = 1'-0' 0 u u ONE-STORY t JLTI-STORY 'W' SEE ARCH PLANS WOOD ROOF RAFTERS 24' O.C. W/ HOLDOWN (SEE PLAN) CONTINUOUS HEADER W/ Irod SPIKES 8' O.C. STAGGERED (GLUED AND NAILED WHEN USING PLYWOOD FLITCH) PROVIDE MID -HEIGHT BLOCKING ON ALL 2x BEARING WALLS 'D' S'Tz� AT ROOF CR FLOOR TRUSS EEARNNCS -EXISTING COMTMIJOUS DOUPJ_E TOP PLATE TO REMAIN —EXISTING WOOD STUD TO BE EVALUATED AS DIRECTED BY SCHEDULE ,-LR-,ITS Or - CUT -CUT OR DETERIORATION EXISTING CR ?�,U WOOD PLATE REPAIR NOTES: 1. CONTRACTOR SHALL BE RESPONSIQLE FOR PROVIDING TEMPORARY SHORING PRIOR TO CEMENT OF BEARING WALL STUD CUT-OUTS. 2. FOR CASE 1, NO MORE THAN TFC CONSECUTIVE STUDS SHALL HAVE LOSS OF SECTION TO LI,'-1IT5 OF 'D'. WOOD STUD REMPA I R -DETAIL- SCALE: 3/4' = I'-0' CASE 3 CONDITION, OR IF EXISTWS STUD AT ANY LOCATION OF THE BUILDING, IS DETERMINED TO BE DETERIORATED BY THE ENGINEER, REPAIR BY PROVIDI%Y LOOK OR ROOF TRUSS SISTER STUDS OR REMOVING 4 BEARING REPLACING THE EXISTING STL''O CR AS DIRECTED BY THE ENC='L==R , r I SEE DIMENSION PLANS UZZ (1) JACK STUD Qs 'W' TO 6'-0' CONNECTOR (2) JACK STUDS a 6 'W' TO 12'-0' U 151=E NOTE 1 D AT SINGLE STORY �h V OTO SILL PLATE EDGE Irod NAILS 0 fro' O.0 Lij 2x4NONE '1/8 BLOCKING REQUIRED w -PROVIDE SOLID "s JAMB PACK 2x4 CASE 2 11/2' BLOCKING O TO EDGE (2) 0520 (TO ro'-0' (3) CS20 (TO 12'-0' MAX. BETWEEN FLOORS C-45=_ 3 BEAM MAX. OPENING) S'Tz� AT ROOF CR FLOOR TRUSS EEARNNCS -EXISTING COMTMIJOUS DOUPJ_E TOP PLATE TO REMAIN —EXISTING WOOD STUD TO BE EVALUATED AS DIRECTED BY SCHEDULE ,-LR-,ITS Or - CUT -CUT OR DETERIORATION EXISTING CR ?�,U WOOD PLATE REPAIR NOTES: 1. CONTRACTOR SHALL BE RESPONSIQLE FOR PROVIDING TEMPORARY SHORING PRIOR TO CEMENT OF BEARING WALL STUD CUT-OUTS. 2. FOR CASE 1, NO MORE THAN TFC CONSECUTIVE STUDS SHALL HAVE LOSS OF SECTION TO LI,'-1IT5 OF 'D'. WOOD STUD REMPA I R -DETAIL- SCALE: 3/4' = I'-0' CASE 3 CONDITION, OR IF EXISTWS STUD AT ANY LOCATION OF THE BUILDING, IS DETERMINED TO BE DETERIORATED BY THE ENGINEER, REPAIR BY PROVIDI%Y LOOK OR ROOF TRUSS SISTER STUDS OR REMOVING 4 BEARING REPLACING THE EXISTING STL''O CR AS DIRECTED BY THE ENC='L==R , r MARK DESCRIPTION SIMPSON UZZ STUD SIZE DETERIORATION CONNECTOR O REPAIR DETAILS zo Wz x W DTH D AT SINGLE STORY �h V OTO SILL PLATE EDGE Irod NAILS 0 fro' O.0 Lij 2x4NONE '1/8 BLOCKING REQUIRED CASE I -PROVIDE SOLID "s JAMB PACK 2x4 CASE 2 11/2' BLOCKING O TO EDGE (2) 0520 (TO ro'-0' (3) CS20 (TO 12'-0' MAX. BETWEEN FLOORS C-45=_ 3 BEAM MAX. OPENING) OPENING) TRUSS BRG. O WALL STUD M SEE PLAN O3 TO C620 10 32' r l V -DOUBLE EDGE BEAM W DBL TOP 5P2 � TOP PLATE O PLATE TO WALL STUD (TYP. 9 32' O.G.) O DBL TOP PLATE TO SP4 (TYP. EA. STUD) ~ ID ;`��Q��•D • JAMB STUDS .4 82 ` Z ZI =7�' -BUILT UP JAMB PACK O HEADER TO LSTA24 EA. STUD (2) LSTA24 W/ 10d NAILS a 8' O.G. RONALD FL. PROF. JACK STUD ('W' TO ro'-0' MAX.) ('W' TO 12'-0' MAX.) STAGGERED (SEE NOTE 1) ' CRIPPLE STUD 4 SCALE: A5 NOTED 4 O TO SP2 ASD o 0 HEADER (TYP. im 32' O.C.) C 42) FULL LENGTH ■ C SHEET JAMB STUDS AT MULTI -STORY (SEE NOTE 1) Sm2o3 8O 2ND LEVEL STUDS TO IST C5186 32' O ti -O LEVEL STUDS -PT SILL PLATE 2ND x CONT. O O KING STUDS CSIS (2) C518 TO IST LEVEL FRAMING ('W' TO ro'-0' MAX.) ('W' TO 12'-0' MAX.) 1.IOTESSEE PLAN FOR OPENINGS WHICH TYPICAL. 0Pr=N I I CX 15RG• FR�AI*IWALL REQUIRE ADDITIONAL JAMIB/JACK STUDS. . EE PLAN FOR LOCATIONS WHERE ADDITIONAL HOLD-DOWNS ARE REQUIRED. SCALE: 1/2' = 1'-0' WOOD STIED REPAIR SCHEDULE ■ G1 Vkn DEPTH OF CUT-OUT O UZZ STUD SIZE DETERIORATION (TiJ'Cx\=-55 O REPAIR DETAILS zo Wz x W DTH D PERCENT �h V g v� w IMAX> OF WIDTH Lij 2x4NONE '1/8 2Sgo REQUIRED CASE I "s (SEE NOTE 2) 2x4 CASE 2 11/2' 43% DET 6/5-3.1 2x4 GREATER GREATER DET 1/5-3.1 C-45=_ 3 THAN 1 1/2' THAN 43% o EXISTt'45 C -01;T. 2x4 DOUBL TOP PLATE E TO REMAIN REMOVE EX'.5 T 1VG DAMAGED WOOD STUD 4 REPLACE WITH ?�.0 GYP 02 WOOD STUDS MATCu'Ys THE EXISTING STUD N DIMENSIONS EXISTING DETERIORATED WOOD 5 rJD TO BE REPLACED AS DIRECTED BY THE EVCSNNEER EXISTMG CR NEW WOOD PLA , 0 `--PROVIDE SIMPSON SSP 6 ROOF TRUSS BRCS OR CS18 PER SCHEDULE e 2ND FLOOR BRG ATTACH NEW STUDS TO EXISTING INTERIOR GYPSUM BOARD WITH LIQUID NAIL 4 INSTALL NEW GYPSUM BOARD SCREWS FROM INTERIOR is 8' O.C., FINISH TO BLEND EXISTING PROVIDE SIMPSON SSP 6 IST FLOOR OR CS18 PER SCHEDULE 2ND FLOOR I. CONTRACTOR SHALL PQ."V=E TEMPORARY 5+-40RNNG PRIOR TO COMMENCEMENT OF Tl-=_ REPAIRS. 1 CASS WOOD EDTUD REPAIR DETAIL -I SCALE: 3/4' = F -C' EXISTING CONTINUOUS -J P7XISTING OF OR FLOOR DOUBLE TOP PLATE SS BEARING TO REMAIN CONNECTOR (IF PRESENT) TO REMAIN -ADD NEW 2x4 SYP 02—< SCAB (N.S. 4 F.S.) W/ (8) 0.131'x3' NAILS ASE 2 LIMITS OF REMOVED J SIMPSON SSP OR DETERIORATED Q IST FLOOR WOOD STUD SIMPSON CS18 6 2ND FLOOR PER SCHEDULE 7_(3) 0.131'x3' TOENAILS CASS 2 WOOD STAID REPAIR DETAIL L SCALE: 3/4' = 1'-0' NOT usmD SECTION Fli 6mli X O �N �Q z LIMITS OF CUT-OUT OR DETERIORATION -(3) 0.131'x3' TOENAILS n 2 a'2 4�� 4t�.h bl Uy. g41F �HF U� 4:44 aua,a �a4 CU Z v ■ G1 Vkn UZZ O U O � zo Wz C, a, z in w V]MMMQ W M.4 wo zQ �h V g v� w � z 0,11.:.i �w� .. cl Lij ►-a Lu "s uj I o � O M O a Z r l V W po �aw A � � N w o MSI ~ ID ;`��Q��•D • .4 82 ` Z ZI =7�' •* SATE OF s�ONALE��'•�`� 04-20-2018 RONALD FL. PROF. D. DEVLEN P.E. REG. NO. 49782 REVISIONS DATE: ' 04/20/2018 4 SCALE: A5 NOTED 4 DRAWN: ASD o 0 APPROVED: C JOB NO: 1-1-460 ■ C SHEET F Sm2o3 O ti n 2 a'2 4�� 4t�.h bl Uy. g41F �HF U� 4:44 aua,a �a4 CU Z v is_gXISTING HIGH ROOF '01TO REMAIN YO*2 ' 0 -- iu tu ` \ w i ^ i i �41 t QP I' I I�. lo ' Q 4O W Lu 2 ' 52.4 i I EXISTING HIGH ROOF TO REMAI H IGH ROOF RL.AN 1 SCALE: 1/4' I'-0' (9) 10d NAIL 9) 10d NAILS 12 12 II � Q 11 EXISTING x / �l, 2x6 a 24' O.C. x x x x/ y�Q ' XISTING ?+ 2x& to 24' O.G. 6 pal �P A t0 ' "' / — — — - — — WSJ • J, 0 NSTALL REINFORCE EXISTING RAFTER: 2x8 SYP 02 SCAB SYP 02 2x&x6'-0' (F.S.) / TO EXISTING ROOF RAFTER \ WITH (2) ROWS STAGGERED 10dxl 1/2' NAILS im 4' OC 1,-4' 15'-8' (TYP I,-4, RAISED CI=I�mII G HIGH 00 EprECTION 2 SCALE: 1/2' = 1'-0' (� c` kn tet' w Q u O� U ftft" �O W C z� �M,'W,� N A W En UwQooA 'U ow o W 4 F WLei {{ bs t `i O � vp W `I F-* W O w �w a W W M F� � maw a U�� Q � N O W H 1Tl p G ID �?.•'V E SF•.•Gl S EOF NAIE��;��`� 04-20-2018 RONALD FL. PROF. D. DEVLEN P.E. REG. NO. 49782 REVISIONS DATE: 04/20/2018 SCALE: A5 NOTED DRAWN: ASD APPROVED: 100 JOB NO: li-460 SHEET S-2.4 a NEL OPEN IN 0 2 - STO 1' LALL SECTION SCALE: 1/2' = F-0' EXISTING TOP PLATE (VERIFY SIMPSON MSTAIS W/ (1) 10d NAILS TO BEAM AND (-I) 10d NAILS TO POST OR EXISTING DBL 2x4 (TYP. EA. END} SIMPSON MT51ro W/ (1) 106 NAILS TO BLOCKING; AND (U 10d NAILS TO P05T (TYP. NEW DBL 2x BLOCKING W/ SIMPSON 1-10 TO EXISTING FLOOR JOISTS EA. END (TYP.)- NEW MA50NRY PIER-Mf=lro (SEE PLAN, TYP.)-- 12 S2.1 CL NEW MASONRY PIER AND CL NEW PT roxro POST XISTMG FLOOR OR OILING JOISTS CEE P'..Y (TYPE . . . . . . . . . . . _ �2)12cl NAILS LVLT s 12' MAX: O.C. 2 -PL j j(TYPJ jell I/4' DEEP) j EW PT 6x6 P05T (SEE PLAN) / ' N� C L EXISTING 4x8 FLOOR BEAM SEE PLAN CRAWL l NE PT 6x6 POST (SEE PLAN) PEW,, OPENING i i j PLAN) ' EXISTING 2x8 FLOOR JOISTS A 16' MAX. OCG. LAPPED OVER BEAM SEE PLAN CTYPJ � I NEW LAROP N ING- WALL : LEVATION Z SCALE: 1/2' f -EXISTING LOAD BEARING WALL 2x4 STUDS e 16' MAX. O.C. (TYP.) . T/WALL REF. EL. 109'-0' B/NEADER REF. EL. 108'-0 3/4' (+/=) AREA OF EXISTING WALL TO BE REMOVED SEE PLAN T/FLOOR REF. EL. 100'-0' SIMPSON HETA20 BLOCKING TO PIER (TYP) i V A� �1 O O U i zo w v UwQoz "' w ��act.w W �. , �Duihz Z O � E-� p M a U p M � U� ►� j N �j W p H M M DAVIDQ76* O4� �' uF•• % ltc` • S IEOF • -�• •. :%O�••••lO IDP•� •` 04-20-2018 RONALD D. DEVLEN P.E. FL. PROF. REG. NO. 49782 REVISIONS d t k DATE: 04/20/2018 � SCALE: AS NOTED 0 DRAWN: 0 4 APPROVED: ADD F 4 JOB NO: 11-460 SHEET a F4 h r e S ml I v ti i �1 1 A' ' 151-15,u' PIRST FLOOR PLAN SCALE: 1/4' = 1'-0" (D Corner Shower Installed as manufacturers spec{f{cati 15'-0' �li�l�i�l f Oil SECOND FLOOR PLAN SCALE: 1/4' = 1'-0' WINDOLU SCHEDULE - 2 i=3LAU F -L A\/ENU I.D. TYPEE QTY RO. TEMPERED NOTES A JEL D WEN W-25" - 9D 3104 �3 32-1/3' x o4-3/4- h� Cao 15 JEL D WEN TRfi."t;7Gi1 - CUJDT 3110 2 32-1/3' x IS -3/4' 2 zW <8 w 24 F.1,a,-�w C Jal D WEN l!J-2500 3140 I 1 32-1/3' x 4,1-1/4' ST ^MDARD 32' IMTEFF-dOR DOOR SA- Y DOOR Sc CDU!5Z = 21-3 LAUREL 4\/NU N Y.tK=y I.p. TYi==- QTY R.O. LINTEL/HDR NOTES LOCATION I 3(0cXTERIOR DC4.7,R' l!RTri TRANSOM I h� Cao (6201 SHELF FRONT DOOR 2 INTERIGR FRENCH DORS (30' EACH) 2 zW <8 w 24 F.1,a,-�w 44 MODEL 1515 - PRIMED 15 VIEW 6'-0' FRENCH DOORS TO OFFICE/GUEST 3 ST ^MDARD 32' IMTEFF-dOR DOOR SA- UJ z GUEST F3TH/MSTR 5D/UPSTAIRS BDRI" IS 4 3'6' EXTEMOR DOOR I .�:. �^ i '•fir• „� i L GUEST BATH/EXTERIOR 5 CU5TCM 2 o 0' EXTERIOR FRE1+,C-4 DOORS 2 6'x&' -O' JELD WEN MODEL 5201 - FRENCH BACK YARD ACCESS -FRENCH DOORS 30' BAid 5TYL^ I � N a UTILITY ROOM 3 30' BAF 5TY! - 1 A MASTER CLOSET 9 32' POCKZ-T Qorw R I MASTER BATHROOM 10 A M MASTER BATHROOM LINEN CLOSET II ri 324-P©eKE-4 . m- i- UPSTAIRS 12 +a1I1111// 1�1 D ,v� C��.m��tiGE N 782 o -Z- UPSTAIRS BEDROOM CLOSETS 13 s T SAT OF ?.N A. UPSTAIRS LINEN CLOSET C<i V J � J Q O O ly- Oy, J H- w LL 1 cy a - O\ ca Q U to LL- O t� Q O O 4- N wz Q n LLQ J LL 00- IZrn (7) h� Cao U o � W LLJ u zW <8 w 24 F.1,a,-�w 44 E + CAT V. �� N N x a -(,Ura �`"' uwoo0 ��t.52, UJ z Lu rz ti J U .�:. �^ i '•fir• „� i L O 0 � N a � M w A A M H O MSI +a1I1111// 1�1 D ,v� C��.m��tiGE N 782 o -Z- s T SAT OF ?.N A. 04-20-2018 RONALD D. DEVLEN P.E. FL. PROF. REG. NO. 49782 REVISIONS DATE: 04/20/2018 SCALE: AS NOTED DRAWN: APPROVED: �,pp JOB N0: 1-1-460 SHEET S-4.1 I T.O.B. - - -T-0. D. - - - -T-0.13.- -(Ia- I I mp, I -L I T.0 I T -C F GL ,L I O.B.- - - m I Ci wc,v4 01 ;f14!4 C4 ul tr F4 C-3 q Z -q :f4 q ttz r1i cs h r 01 � 0 co cr to Qf < 0 U-D Lo U-1 r -c) U-JQ 01� 14 U 0 z o" �g CD cj-, C11 V) Vll 44g q Q) 7, 0 W 0 z oz LLJ uj S IA LLJ C400 9 VID Np, 82., 8 OF 04-20-2018 RONALD D. DEVLEN P.E. FL. PROF. REG. NO. 49782 REVISIONS DATE: 04/20/2010 SCALE: 45 NOTED DRAWN: AISE) APPROVED: RID 1--) JOB NO: 1-1-4(o'0 SHEET' 5=492 Ci wc,v4 01 ;f14!4 C4 ul tr F4 C-3 q Z -q :f4 q ttz r1i cs h r 01 � ELECTRICAL ABREVIATIONS FIR HOME RUN CIRCUIT AFCI ARC FAULT CIRCUM- INTERUPTOR ,,,((r 30A -2P -'140Y // N3K Nip D15C. W. Building Code /01..5. 1 All receptacles are required to be tarnper—resistant in accordance with NEC 406.11, FBC 107, Florida Existing Building Code 701.5. 4. All wiring to be 122 copper with ground type rim U.U.N. f FIRST FLOOR, PLAN I SCALE: 1/4' = 1'-0' NO,rF-: THIS SHEET IS INCLUDED IN THE PLAN SET FOR REFERENCE ONLY. ALL ELEG-TF:ICAL WORK IS THE RE5PONSI5ILITY OF THE LICENSED ELECTRICIAN GONTPACTED TO PROVIDE THIS INSTALLATION IN AC'CORF-)ANCE WITH ALL APPLICAE31-E CURRENT ELECTRICAL CODES. SEALED SIGNATURE IF> SOLELY FOR STRUCTURAL PORTION OF THIS DRAWING. 3' 6C41.40 i•NG WIA CCACA9T TO W-AREST UTILITY POLS J Corner 5hower unl Installed as pe manufacturers specification! EL-EGTRIC:AL LEGEND - 213 Laurel Ave. 5YNOOL DcSCRIPTION t� DUPLEX RECEPTACLE TAMPER PROOF (COLOR A5 5ELECTED BY OIJ.NER) DC-IFGI DUPLEX CzFCI TAMPER PROOF RECEPTACLE (COLOR A5 SELECTED 5Y OWNER) IN TT V SPECIALTY RECEPTACLE (VOLTAGE/AMPERA(--:;E A5 INDICATED) HOMERUN (012 CU. U.O1�u z ca 51NGL= POLE &.UITC24 (COLOR A5 SELECTED t3Y OWNER) F-Cl�7 tgcnNc`IQW R^G=Sr_D G :ILIW LIGHT FIXTURE r � 5UF 5=—A'= MOUNTED CEILING LIGHT FIXTURE I.UALL MOUNTED LIGHT FIXTURE CEI! � FAN :ATH _f!5"T ( EF .mw GC.7"e3 =iCt1`:ST FA?./L:iT RIC GES tics LIGHT IJITH P'..ILLCORD O5D P-0 VAC SMOKE DET-E-CTOR F'ID 120 VAC DOUE�LE HEAD FLOOD LIGHT WITH MOTION DETECTOR P 70 `/AC PENDANT MOUNTED LIGHT FIXTURE J M SCALE: 1/4' = 1'-0' 0� V J a o o a, © Q� (,9 LL- O N7 Q c7 C) LL. CV Ujz a Lo 0 — z V) z LL a �, LL- L-q IN TT V lA� U �o z ca � Cl) rn W r14 17 F-Cl�7 tgcnNc`IQW ~� U QpQ r � LLJw«CC �Qtvi^-1:1-,W Uj Uj C/) W 13 2 0 Z a wN J � M W Q d1 U N W nj W `, �TTIIIIIITTI AV/1) i V l .6. 9782;:, v 7i m - a r OF e G '';"-)IONALVf 4"11111k, 11-01-2018 RONALD D. DEVLEN P.E. Fl_. PROF. REG. NO. 49782 REVISIONS F DATE: II/01/201a a u SCALE: A5 NOTED G DRAWN: AJD a n APPROVED: j F JOB NO: 11-4e,o F SHEET R E4M A a F