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HomeMy WebLinkAbout707 Locust AveRECEIVED Ok 2 8 2006 REVISION PERMIT # n( _a a j DATE S" D PROJECT ADDRESS :a I -4 Lo! .& %- CONTRACTOR K 0 i? V"l P(10 PHONE #.' i V ©1 y�° FAX DESCRIPTION OF REVISION oa+ ,5 UTILITY DEPT FIRE PREVENTION PLANNING BUILDING e -:n r- TERMITE SPECIFICATIONS: STRUCTURAL NOTES: STRUCTURAL DESIGN CRITERIA SECTION R320 PROTECTION AGAINST TERMITES d CAST IN PLACE CONCRETE PREFABRICATED WOOD TRUSSES N LL r� i � TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING H Q 1, ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENM HAT 1, ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED CODES: FLORIDA RESIDENTIAL BUILDING CODE, 2004 EDITION, WITH 2005 SUPPLEMENT NFPA 70A-02 AND NATIONAL ELECTRICAL CODES J W SOIL APPLIED PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED TO WOOD, OR 28 DAYS OF 2500 PSI, A SLUMP OF 5" PLUS OR MINUS 1", AND HAVE TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR z i La BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318 OZ) OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR USE A PREVENTIVE 2 TO 5% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO ANCHORS. SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS (ACI 301-02) TREATMENT TO NEW CONSTRUCTION (SEE SECTION 202, REGISTERED TERMITICIDE). OF 0,63 2, PREFABRICATE WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE "NATIONAL BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-02) UPON COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, Z. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET WITH THE LATEST EDITION OF THE DESIGN SPECIFICATION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2001 EDITION A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE STEEL CONFORMING TO ASTM A-615 GRADE 40, FOR STRESS -GRADE LUMBER AND ITS FASTENERS" AS RECOMMENDED WOOD FRAMED CONSTRUCTION MANUAL, 2001 EDITION.APA LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. WWF SHALL BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. PLYWOOD DESIGN SPECIFICATION BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE CROSS WIRE 3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED (WITH TERMITES, TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE WITHIN THE 6", A MAXIMUM ALLOWABLE STRESS INCREASE FOR LOAD DURATION OF FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." 4, HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS 25%) TO WITHSTAND THE LIVE LOADS GIVEN IN THE NOTES AND TOTAL OF BEAMS. 5, HORIZONTAL FOOTING BARS SHALL BE BENT V-0" AROUND CORNERS OR DEAD LOAD. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY LIVE LOADS: ROOF 20 PSF (REDUCIBLE) NOTE: 1) METHOD OF TREATMENT SHALL BE APPROVED THE GOVERNING JURISDICTION CORNER BARS WITH A 2'-0" LAP PROVIDED 6. MINIMUM LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE 40 THE TRUSS MANUFACTURER UNLESS NOTED ON THE PLANS, 5, TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION RESIDENTIAL FLOOR UNLESS OTHERWISE INDICATED 40 PSF "LIQUID BORATE OR BORA-CARE" PRODUCT METHODS MUST BE DETERMINED AT BAR DIAMETERS TYP, OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE BALCONIES 60 PSF STAIRS 40 PSF PERMIT STAGE AND PRODUCT APPROVAL DATA MUST BE ON FILE WITH THE 7. CONCRETE COVER MIN, 3" WHEN EXPOSED TO EARTH OR 11/2" TO DESIGNED BY THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE LIGHT PARTITIONS (DEAD LOAD), U.N.O. 20 PSF BUILDING DEPARTMENT. FORM. FOLLOWING DESIGN LOADS 10 PSF ATTIC L.L. 2) PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES REINFORCING STEEL 6. DESIGN SPECIFICATIONS FOR LIGHT WEIGHT METAL PLATE CONNECTED UNTREATED PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO WOOD TRUSSES PER THE TRUSS PLATE INSTITUTE TPI LATEST EDITION, CONCRETE ALL CONCRETE UNLESS OTHERWISE INDICATED 2500 PSI PREVENT INSECT INFESTATION. ALL REINFORCING STEEL SHALL BE NEW DEFORMED BARS FREE FROM RUST, 7, PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE STRENGTH PEA GRAVEL CONCRETE FOR MASONRY CELLS ONLY 3000 PSI SCALE & OIL & SHALL MEET ASTM A-615 REINFORCING FOR FOOTING SHALL BE SUPPORTED ON PRE -CAST CONCRETE PADS, TOP REINFORCING SHALL BE MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS AND GOVERNING CODES SUBMITTALS SHALL INCLUDE TRUSS FRAMING @ 28 DAYS (DO NOT USE FOR CONCRETE COLUMNS OR TIE BEAMS) OPTIONAL BORATE APPLIED TO ALL FRAME MEMBERS WITHIN 24" A.F.F. POSITIVELY SUPPORTED BY TEMPORARY STRINGERS, DOWELS FOR COLUMNS PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING, ANCHORAGE, & FILLED CELLS SHALL BE SECURED IN PLACE BY USING ADDITIONAL CROSS- REINFORCING TIED TO FOOTING REINFORCING. SPLICES IN REINFORCING CONNECTIONS, TRUSS LOCATIONS, AND PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION AND FOR THE PERMANENT REINFORCING: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 ALL REINFORCING BARS ASTM A615-40 40,000 PSI NOTE: WHERE PERMITTED SHALL BE THE FOLLOWING MINIMUM, UNLESS OTHERWISE STRUCTURE. EACH SUDMITTAL SHALL BE SIGNED AND SEALED BY A ALL STIRRUPS AND TIES ASTM A615-40 40,000 PSI WHERE PROJECT IS TO BE LOCATED IN KNOWN RADON GAS PREVALENT AREAS, INDICATED ON THE DRAWINGS: FLORIDA REGISTERED STRUCTURAL ENGINEER. SUBMIT 3 COPIES FOR POLYPROPYLENE FIBERS FOR SLABS ON GRADE MINIMUM 1,5 LBS, OF APPENDIX "F" OF THE 2004 FLORIDA RESIDENTIAL BUILDING CODE IS TO BEREVIEW FWALLS, COLUMNS, BEAMS, SLABS: 36 DIA, OR 2'-0" AND APPROVAL PRIOR TO FABRICATION. FIBERS PER CUBIC YARD ' IMPLEMENTED. CONCRETE STRENGTH IN THESE AREAS ARE TO BE A MINIMUM OF 3000 MIN, FILLED CELL REINFORCING: 40 DIA, OR 2'-1" MIN. 8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS WORKING CONCRETE ASTM C90-01, STANDARD WEIGHT UNITS, fm=1500 PSI P,51„ THEREFORE ANY AND ALL NOTES ON THESE PLANS THAT INDICATE 2500 PSI SHALL TEMPERATURE REINFORCING: 20 DIA. OR V-0" MIN, POINTS; BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP MASONRY MORTAR TYPE "S" 18W PSI BE REPLACED WITH 3000 P.S.I. FOR THE CONCRETE STRENGTH. WELDED WIRE MESH: 8" LAP MASONRY WALL CONST. DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS, UNITS: CONCRETE GROUT 3000 PSI CONTINUOUS MASONRY INSPECTION IS REQUIRED DURING CONSTRUCTION UPLIFT CONNECTORS STRUCTURAL ALL STRUCTURAL AND MISCELLANEOUS STEEL A3636,000PSI, U,N.O 1, HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, STEEL: SHOP AND FIELD WELDS: E70XX ELECTRODES TYPE 2, CONFORMING TO ASTM C90, WITH A MINIMUM NET 1, UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 COMPRESSIVE STRENGTH OF 1900 PSI (fm = 1500 PSI) AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS 2, MORTAR SHALL BE TYPE "S", CONFORMING TO ASTM C270, THAT ARE EXPOSED TO UPLIFT FORCES. INTERIOR LOAD BEARING WOOD FRAMING: BEAMS, RAFTERS, JOIST, PLATES, ETC, U.N.C. 3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS NO. 2 SOUTHERN YELLOW PINE (19% M.C.) AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR, or OSB AT 28 DAYS OF 3000 PSI SLUMP 8" TO 11". PLEASE CONSULT THE TRUSS ENGINEERING FOR THE LOCATION OF FLOOR SHEATHING: T&G A -C GROUP 1 APA RATED (48/24) 4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS THESE WALLS. WALL SHEATHING: PLYWOOD C-C/C-D, EXTERIOR OR OSB WITH THE CELLS FILLED WITH COARSE GROUT, FIELD REPAIR NOTES VERSA LAMWOOD BEAMFb = 2900 0 SO.I ( E) 5, VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A MAXIMUM SPACING OF 192 BAR DIAMETERS. DESIGN LOADS: SHINGLE ROOF: TILE ROOF: REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY "" 1, MISSED JBOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED TOP CHORD LIVE LOAD: 20 PSF 20 PSF CELL TYPICAL UNLESS OTHERWISE NOTED. W/ 1/2" DIA. EPDXY ANCHORS WITH 6" EMBEDMENT. SIMPSON TOP CHORD DEAD LOAD: 10 PSF 15 PSF 6, REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 40 BAR "SET" EPDXY ADHESIVE BINDER FOLLOWING ALL MANUFACTURERS DIAMETERS, UNLESS OTHERWISE NOTED ON THE DRAWINGS, RECOMMENDATIONS. SEE PLAN FOR EMBEDMENT DEPTH AT FLOOR WOOD ROOF BOTTOM CHORD DEAD LOAD: 10 PSF 10 PSF 7. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, STEPS, TRUSSES: 40 PSF 45 PSF METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW 2. FOR MISSED VERT. DOWELS DRILL A 3/4" DIAMETER HOLE 6" DEEP AT BOTTOM CHORD ATTIC LIVE LOAD: 10 PSF 10 PSF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS THE LOCATION OF THE OMITTED REBAR, AND INSTALL A 32" LONG AS PROHIBITED, BAR INTO THE EPDXY FILLED HOLE, USE A TWO PART EMBEDMENT EPDXY (SIMPSON "SET", EPDXY), MIXED PER MANUFACTURER'S INSTRUCTIONS. SEE DRAWINGS FOR SPECIAL CONCENTRATED LOADS, DESIGN WOOD CONSTRUCTION ASSURE THAT ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FOR NEW WIND UPLIFT AS PER SPECIFIED CODES, DEDUCTING 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NDS "NATIONAL DESIGN FROM THE HOLE BY BRUSHING AND AND USING COMPRESSED AIR PRIOR A MAXIMUM OF 5 P,S,F, DEAD LOAD, BUT NOT EXCEEDING ACTUAL SPECIFICATION FOR WOOD CONSTRUCTION", ZODl EDITION, TO APPLYING THE EPDXY. ALLOW THE EPDXY TO CURE TO DEAD LOAD. EXTERIOR 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS, SHEAR WALLS AND MANUFACTURER'S SPECIFICATIONS THEN FILL THE CELL IN THE NORMAL � WOOD FLOOR DESIGN LOADS: MISC. STRUCTURAL WOOD FRAMING MEMBERS, (LE, BLOCKING OR GABLE WAY DURING BOND BEAM POUR, TRUSSES: DEAD LOAD: 15 PSF ABBREVIATIONS END BRACING ) SHALL BE EITHER SOUTHERN PINE, OR S,P.F. NUMBER 3, FOR MORTER JOINTS LESS THAN 1/4", PROVIDE (1) 115 VERT. IN CONC. LIVE LOAD: 40 PSF 2 GRADE OR BETTER SHALL BE USED REGARDLESS OF SPECIES. 3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN FILLED CELL EACH SIDE OF THE JOINT ( BAR DOES NOT HAVE TO BE CONT. TO FOOTING) 4• MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE SOIL BEARING TOTAL: 55 PSF ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF A.B. A/C Anchor Bolt Above F.B.C. Florida Bldg.Code Fin. Flr. Finished Floor Opn'g, Opt. Opening Optional p THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS FOR ALL HOLES OVER 1" IN UTA FOR PLUMBING L RLINES, ETC. SUBSTITUTED WITH (1) SIMPSON MTSM16 TWIST STRAP W/ (4)1/4" X "21/4" VALUE: SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS A/C Air Conditioner F.G. Fixed Glass Pc. Piece STUD SHOES,JYP., U.N.O. SHALL BE REPAIRED WITH SIMPSONER TITENS TO MASONRY AND (7)-10d NAILS TO TRUSS FOR UPLIFTS LESS IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY Adj. Adjustable Flr. Floor Ped, Pedestal ATIHSS 4. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE -RETARDANT -TREATED THAN L60 LBS (USE (2) MTSM16 FOR UPLIFTS LESS THAN 17209). THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO A.F,F. Above Finished Floor Fdn. Foundation P.L. Parallam WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, NO MORE THAN 10 STRAPS MAY BE SUBSTITUTED OR NO MORE THAN FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE A,H,U, Air Handler Unit Fir. Sys. Floor System PLF Pounds per linear foot SILICON BRONZE OR COPPER. 3 IN A ROW. IF GIRDER TRUSS CONNECTIONS ARE MISSED CONTACT COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ALT, Alternate F.PI. Fireplace Plt. Ht, Plate Height ENGINEER OF RECORD FOR SUBSTITUTION ASTM -1557 ( MODIFIED PROCTOR) B,C, Base Cabinet Ft, Foot / Feet Pit Sh, Plant Shelf B.F. Bifold Door Ftg, Footing PSF Pounds per square foot Bk Sh Book Shelf Fixed P.T. Pressure Treated Bm Beam Galv, Galvanized Ga, Pwd. Powder Room BUILDING DATA BOT. Bottom G,C, General Contractor Rad, Radius B.P. Bypass door G.F.I. Ground Fault Interrupter Ref, Refrigerator Brg, Bearing G.T. Girder Truss Req'd. Required MEAN ROOF 15 FT. HIGH WIND SPEED LOADS BASED ON FBC, SECTION 1609 AND ASCE 7-02 Cir, Circle Hdr. Header Rm. Room TYPICAL FOR SINGLE STORY HOMES WIND SPEED 120 MPH (3 SEC. GUSTS) Clg. Ceiling Hgt, Height Rnd, Round WIND IMPORTANCE FACTOR -- (IV/) = 1,0 Col. Column HB Hose Bibb R/SH Rod and Shelf WIND EXPOSURE -- "B" (FBC 1609,4) Comp. A/C Compressor Int. Interior SD, Smoke Detector INTERNAL PRESSURE COEFFICIENT = +/- 0,18 (ENCLOSED BLDG) C.T. Ceramic Tile K/Wall Kneewall S.F. Square R. THIS DRAWING AND DESIGN IS VALID DESIGN WIND PRESSURE: Dryer Dec. Decorative KS, Knee Space Laun. Laundry sh. Shelves SHT Sheet Ded. Dedicated Outlet Lay. Lavatory S.L. Side Lights FOR 12 MONTHS AFTER THE DATE IT (COMPONENT AND CLADDING) WORST CASE (10 SF - END ZONE) Dbl. Double L.F. Linear Ft, S.P.F. Spruce Pine Fir IS SIGNED AND SEALED OR WHILE # END ZONE IS ONLY WITHIN 5'-0" Dia. Diameter L.T. Laundry Tub Sq. Square CURRENT CODE IS VALID OF ALL EXTERIOR BUILDING CORNERS Disp, Disposal Mas, Masonry S.Y.P. Southern Yellow Pine Dist, Distance Max Maximum Temp. Tempered D.S. Drawer Stack M.C. Medicine Cabinet Thik'n. Thicken FOR WINDOWS &DOORS SEE FLOOR PLAN FOR ACTUAL PRESSURES D.V. Dryer Vent Mfg r. Manufacturer T.O.B. Top of Block D.W. Dishwasher Micro. Microwave T.O.M. Top of Masonry GARAGE DOORS Ea. Each Min Minimurn T.O.P. Top of Plate SINGLE 9x7 +22.8 PSF / -25.8 PSF E.W. Each Way M.L. Microlam Trans. Transom Window DOUBLE 16x7 +Z1.8 PSF / -24,3 PSF Elec. Electrical Mir, Mirror Typ. Typical Elev, Elevation Mono Monolithic UCL Under Cabinet Lighting NOTICE TO CONTRACTOR Ext, Exterior N.T.S. Not to Scale U.N.O. Unless Noted Otherwise Exp, Expansion VB Vanity Base Vert, Vertical V.L. Versalarn 5, IT IS THE INTENT OF THIS DESIGNERTHAT THESE PLANS ARE - VTR Vent through Roof ACCURATE AND ARE CLEAR ENOUGH FOR THE LICENSED W Washer PROFESSIONAL TO CONSTRUCT THIS PROJECT, IN THE EVENT W/ With THAT SOMETHING IS UNCLEAR OR NEEDS CLARIFICATION.. W/C Water Closet STOP.. AND CALL THE DESIGNER LISTED IN THIS TITLE PAGE, W,A. Wedge Anchor IT IS THE RESPONSIBILITY OF THE LICENSED PROFESSIONAL Wd Wood THAT IS CONSTRUCTING THIS PROJECT TO FULLY REVIEW WP Water Proof THESE DOCUMENTS BEFORE CONSTRUCTION BEGINS AND ANY AND ALL CORRECTIONS, IF NEEDED, TO BE MADE BEFORE ANY WORK IS DONE. INDEX OF DRAWINGS REVISIONS SHEET DESCRIPTION CIS COVER SHEET 1 FLOOR PLAN /ELEVATION 2 ELEVATION /SECTIONS REVISION8 BY Q� LL N N n_o tL? ti 0 d LU 4K- N LL r� i � H Q � J W z i La Q� LL n_o $s ® $ d LU 4K- �F�� Z Q� LL n_o LL LU 4K- Z DRAWN BY JE:H DATE 02.140(0 CHECKED BY JOB NO. >a6 011 CIS OF THREF 2X6 RAFTERS Q 24" O_C_ 1" IN. EX15TING z 8"X8"x16" CONC E3LOCK �� PIERS ON 24" X 16" X g" I CONIC PADS L/ 2`50 EA �R00F FfR/AMINe 1/4" 29.5/-28.1 P5F 3020 3,H. G,_OGIQ, FL AN I/4 11 WA i' PIERS TO �E SOLIp � FILLED SIMPSON N2.5 (TYPICAL) SIT' 1PSON L.US26 EA. RAFTERS i i, IRS; tU Z I � 11 1 1 11 i 1 d 11 1 i II A I 11 II 1/ 11 t --I L II 1/ II I �% �% - ✓ (K IL LUIL0 IC" - -r I K/ T - 4 I " ✓ ✓ Q Q� O q2Xo DOU�3LL1.4 D TTP. (3 51 ES J 72ro 2'DY P.. ` - I I I I I I q 16 C 0.p. I I I I I I I 11 fl-Txn��Ew� 2��G. STCCsR�D FL00� ���1'�fIN� 1/4 11 P.T 2 X UJ/ 2) 1 v24" 6 ED ER /2"X 4 11L O. _ 5T GG; 21 & 5Y� P_T_ I Id FO F -,CH ING S IMFSON LUS26-2 UJ/ (8) TOTAL 16d. TYPICAL S IMPSON LU526 -2 UJ/ (8) TOTAL 10d - TYPICAL 511 1PSON LU526 UJ/ (8) TOTAL 106. EA_ END OF JOIST PT 6X6 P05T5 SET C CONTO 3611 5EL - OUJ BRAD E (4) 5/8, X / II LACx SCREUJS BAND JOIST TO POST TYP I GAL. 11411 fP,-,EAl� ELEVATION I/4" j REVISIONS BY Go N O> "—� R 0 w P-1� 0 0 alp � L4 C7 a � ]C 0 0 q T" LX O (K IL LUIL0 (IL Q Q� O DRAWN BY JEH DATE (02.14.06 CHECKED BY JOB NO. 06011 OF THREE Fk;CNT ELFEVATICN 1/4" 1. CONTRAGTOR TO PROVIDE SHORING OF EXISTING STRUCTURE DURING CONSTRUCTION. SNORING TO BE PROVIDED AND DESIGNED BY OTHERS. 2. IF FIELD CONDITIONS EXIST THAT ARE NOT CONSI5TANT WITH THESE PLANS THEN THE CONTRACTOR TO CONTACT ENGINEER OF RECORD IMMEDIATELY PRIOR TO PROCEEDING NEUU (2) 2X10 *2 SYP P.T. (3) SIDES PT (oX(o POST SET IN CONC 2X& DECKING FLOOR JOISTS 2X& 'a) 1(a 11 O.C. WOOD STEPS WITH 2X12 PT STRINGERS (MIN. 3) PROVIDE SIMPSON THA HANGER STAIR STRINGERS 2X P.T. THRUST BLOCK W/ (2) 1/4"X3 1/2" TAPCONS a) CIRCULAR POST FOUNDATION rcJ Zvi Iul I OF POST IT &X6 X(o DEC IT 2Xro FOOD S, EW PORCH FLO EXISTING '4 SUPPORT POSTS' NO CHANGE 54DE LEVAT�CN OTHER 51DE SIMULAR A/ SIMPSON 5P4 NEW EA. STUp TO (2) 51M O H 70P PLATE TYP. E AND SILL PLATE tYP.— PT 2XO LEDGER \ TO EXIST. W/ (2) 1/2"Xro" LAG SCREWS la 24" O.C. STAGGERED ///A 3/4" PLYWOOD DECKING 0 z PT 2Xe FLOOR JOISTS fro" " EXT15TING X CONC BLOCK PIERS SIMPSON LU52(o W/ (8) TOTAL 10d (EA. JOIST TO LEDC:tER EA. END) EXTISTING f ~� CONC FOOTING SIMPSON LU52ro W/ (a) TOTAL 10d (EA. JOIST TO LEDGER EA. END) - 5ULDINe SECTION 1/2" rul REBUILD DUE TO DAMAGED WOOD 1/A" SINGLE PLY MEMF3RANE SINGLE PLY MEMBRANE ROOFING OVER 1/2" CDX PLYWOOD ON 2X6 *12 3YF RAFTERS a 24" O.G. NAIL PLYWOOD W/ 8d e" O.C. ALL AREAS SIMPSON H2.5 W1 (10) TOTAL 8d EA. RAFTERS ]XI WOOD FASCIA 2X& BLOCKING WITH 5CR3;ENED BIRD HOL (2) 2X4 TGF PLA E 2X4 '@ 1(o " TUC) WALL W/ BATT IN5U . BETW 2Xe LEDGER MID -POINT BLOC INC 1/2" CDX PLYWOOD TO EXIST. W/ (2) 1/2"X(" SON MT 2 W/ 8d �@ 6 ' O.G. LAG SCREWS 'a 24° ALL AREAS OPO T P_ I -n D.C. STAGGERED 2X4 BOTS M PLATE 1/2" DRi -WALL = z DBL JOIST W/ 126 o (oj, O.C. S HALL. SIMPSON LSTA12 r x X EA. STUD TO RIM BOARD BELOW PT 2XO LEDGER \ TO EXIST. W/ (2) 1/2"Xro" LAG SCREWS la 24" O.C. STAGGERED ///A 3/4" PLYWOOD DECKING 0 z PT 2Xe FLOOR JOISTS fro" " EXT15TING X CONC BLOCK PIERS SIMPSON LU52(o W/ (8) TOTAL 10d (EA. JOIST TO LEDC:tER EA. END) EXTISTING f ~� CONC FOOTING SIMPSON LU52ro W/ (a) TOTAL 10d (EA. JOIST TO LEDGER EA. END) - 5ULDINe SECTION 1/2" rul REBUILD DUE TO DAMAGED WOOD 1/A" SINGLE PLY MEMF3RANE SINGLE PLY MEMBRANE ROOFING OVER 1/2" CDX PLYWOOD ON 2X6 *12 3YF RAFTERS a 24" O.G. NAIL PLYWOOD W/ 8d e" O.C. ALL AREAS SIMPSON H2.5 W1 (10) TOTAL 8d EA. RAFTERS ]XI WOOD FASCIA 2X& BLOCKING WITH 5CR3;ENED BIRD HOL (2) 2X4 TGF PLA E 2X4 '@ 1(o " TUC) WALL W/ BATT IN5U . BETW EN MID -POINT BLOC INC 1/2" CDX PLYWOOD c� BELOW WOOD SI INC W/ 8d �@ 6 ' O.G. ALL AREAS TYP. (3) SIDES I -n 2X4 BOTS M PLATE 2X4 SILL LATE TO DBL JOIST W/ 126 o (oj, O.C. S GGE RE D � 12" SIMPSON M5TAM 24 EA. PEER TO FRAMING ABOVE W/ (9) 10a AND (5) 1/4" X 2 1/4" TITEN SCREWS =OEVISIOMSBY nc U � � O � � Q _Q QC c� p�,� }s nc U � � O � � Q _Q QC c� DRAWN BY JEH DATE 02.1406 JOB NO. 00011 OF THREE