Loading...
710 Triton Rd Permit RESO18-0010COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP PSF : SPECIFICATIONS_ C OF \ / ER V ICE +18.2 -19.8 2x4 BLOCKINGSCOPE c ) 4-12d TOE NAILS 2 -EA. SIDEDESIGN 50 +16.3 -17.9 +16.3 -20.6 100 +15.5 -17.0 +15.5 -19.0 2x_ BLOCKING 2 ) � TO ,12 PLACEMENT. AWCUT CONC. SLAB: WITHIN 4 HOURS OF .GONG. `W ELEMENTS SHALL BE DESIGNED FOR COMPONENT &CLADDING ALL BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. - LINEAR .INTERPOLATION. S PERMISSIBLE. .PLUS...,- PRESSURE AND MINUS = SUCTION. SAWCUTS. FOR CONTROLLED CRACKING CUT. A 1 SAWCUT INTO SLABIN PLACEMENT' PROVIDE SAWCUTS THROUGH OUT :SLAB CALL EOR FOR WOOD' FRAMING SPECIFICATIONS. ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL CONSTRUCTION LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO PRESSURE- D. IF AC OR NON -.DOT BORATE SOIL SHALL BE TREATS Q H3 @ EA. 4-12d TOE NAILS (2 EA. SIDE) BETWEEN EACH JOIST, T, 3 TYPICAL MONOLITHIC FOOTING DETAIL 50.0 4 S S0.0 SCALE: WCUT DETAIL 3/4" - V-0" • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING lS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER DESIGN CODE MEAN S AND METHODS: ND MESH N _ OUTLOOKER EXISTING OUTLOOKER FASTEN. EA. END w _ 2017 FLORIDA BUILDING CODE RESIDENTIAL THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE MEANS METHODS FOR CONSTRUCTION, NGS PROVIDE' 3 @ 48 O.C. OR ROD CHAIRS # AT 24 O.C. EXISTING ROOF RAFTERS AND 5-10d TOENAILS ASCE 7-10 •OMISSIONS TECHNIQUES, PROCEDURES, OR SEQUENCES, .FOR THE ACTS -0R OF THE CONTRACTOR OR ANY OTHER PERSONS SHEATHING TO AS IS CONCRETE ELEMENTS BY INSTALLING CORNER BARS, WORK 0: THE FAILURE FOR ANY OF THEM T PERFORMING THEW R FOR 7 CONSTRUCT THE WORK IN ACCORDANCE WITH THE .REMAIN DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PL ANS CONTRACT DOCUMENTS. WHERE PERMITTED, SHALL BE 48 B _ IT D, _R • SISTER" 2x6 SYP#2 TO EACH UNLESS PLANS HAVE BEEN REVIEWED FOR ::CODE COMPLIANCE. PROVIDE SAWCUTS TO CREATE ` (2)2x4 SYP#2 TOP PLATE -/EXISTING RAFTER w 1 -ROW OF DESIGN LOADS. . GN RESPONSIBILITIES: LO LIMITS OF STRUCTURAL ENGINEERING DESI R ( PONTIGO AND ASSOCIATES SCOPE IS LIMITED 0 AY ROOF TILE INSTALLATION » 10d OF 4 O.C. TYP. ( ENGINEERING ASSOCIATED WITH ENCLOSING EXISTING CARPORT.. ENGIN ) ACTUAL AND UNIFORM H3 @32" O.C. (2)2x4 - cd 1.25 ROOF LOADING ( ) i THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER MI TO THE FOLLOWING: CONTINUOUS LOAD RE LIMITED L P ATH EXISTING ROOF SYP 2 TOP # _ H 25T 20 sf LIVE LOAD P FOR WIND UPLIFT WOOD PANEL SHEARWALLS WALL FRAMING AND r SQUIRED SHEATHING :AND HEADERS DIRECTLY S PPQRTING » SHEATHING PLATE, 2x4 � 16 O.C. °- ACCORDI G.,IO THE MANUFACTURERS REQUIREMENTS. THE CONTRACTOR 17 sf DEAD LOAD - p EXISTING ROOF FRAMING WHILE ENCLOSING .EXISTING CARPORT. ITEMS NOT INCLUDE SPECIFICALLY ANY ARCHITECTURAL � RAKED WALL 4-12d TOE FULL » 2x4 @ 16 O.C. MECHANICAL` OR ELECTRICAL SYSTEM. =. HARDWARE AND ANCHORS. _.,... . A'N'C E� TF1 ANCHOR BOLTS &, THREADED ROD. SHALL BE IN ACCORD NAILS EACH HEIGHT-/ RAKED WALL ' DEFLECTION CRITERIA: TRUSSSEE ANCHOR, S0.0. FOR L 240 TOTAL LOAD L 180 ROOF FRAMING. LIVE LOAD / / WATERPROOFING. CONCRETE SPECIFICATIONS:_ SEE PLAN SHEATHING SPECS • 40 FLOOR FRAMING. LIVE LOAD L 360 & TOTAL LOAD L 2 / / -.. , LLB RESPONSIBLE FOR THE DESIGN/INSTALLATION THE CONTRACTOR RACTOR SHA E REXISTING OF ALL WATERPROOFING. 2X4 OUTRIGGERS WASHERS SHALL BE IN "ACCORDANCE WITH ASTM A500 (GRADE B) NUTS. SHALL BE IN ACCORDANCE WITH ASTM A 563 G RADE A HEX. WIND LOADING: BASIC WIND SPEED - - - - - - - - - - - - - - - - - - - - - - - - - 130 MPH N LL CONSTRUCT IN ACCORDA 08, AND SHA BE ED - 0 AT DAYS CONCRETE AT OF 250 PSI 28 D CE W TH ,, . ARA GSE AT NEW RAKED ALL W 1 � RAFTER TO NEW WALL CONNECTION SPECIFICATIONS METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO -MEAN ROOF HEIGHT ------------=---------- 10.0 FT PSI.` 50.0 �OO 1, ' -------------------=------- MATCH ROOF PITCH - EXISTING .----------------------- Il ` BUILDING CATEGORY TION FOOTING AND FOUNDATIONS: _ B FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCA_ BUILDING CODES. FOOTING HAVE BEEN DESIGNED BU D WITH A 2x4 SPF#2 WALL STUDS S A UD @ # _ ______________________ ,...EXPOSURE CATEGORY ra , 01 INVESTIGATION SOIL BEARING DESIGN MAXIMUM OF 2000 PSF. A SOILS N ESTIGA . PON REPORT IS RECOMMENDED TO VERIFY SUITABLE » , 6 . . SE >SO 1 1 0 C , E 1 / 1 SHALL BE 12 BAR DIAMETER MINIMUM HOLES / DOWELS .SHALL BE 4 1 BAR SIX AND LARGER THAN THREADED ROD SIZE. LARGER THAN RE is ENCLOSURE CLASSIFICATION ENCLOSED SUBSURFACE CE CONbITIONS. IF THE FOOTING .ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE EN INEER N INTERNAL PRESS URE. COEFFICIENT `SHALL BE NOTIFIED. SOIL SHALL BE FREE 0 F ORGANIC MATERIAL. AND (CLAY) COMPACTION AND COHESIVE CLAY SOILS. SOIL COMP CTIO FILL 2x4 SYP 2 P.T. SOLE PLATE # OSB SHALL BECOMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. ` 1 » DEEP AWCUT w OR VERTICALLY. ELASTOMER C SEALANT COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP PSF : ZONE (PSF) rar = 4. -0» 10 +18.2 -19.8 +18.2 -24.4 50 +16.3 -17.9 +16.3 -20.6 100 +15.5 -17.0 +15.5 -19.0 TERS MAX .� FOUNDATL..,N :PLAN ONLY .CONVEYS STRUCTURAL INFORMATION. FOR NOT SCALE FOOTING HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DON 0 SHOWN ON 51.0. DO NOT DETERMINE FOOTING LOCATION BASED ON BY DIMENSIONS PROVIDED ON FOUNDATION PLAN; IF FOOTING SIZE UR CONDUITS, ELECTRICAL EMBEDS, GENERAL FEATURES, C DIMENSIONS AND LOCATION FROM THE FOUNDATION G EITHER THE ARCHITECTURAL PLAN OR FRAMING R LOCATION IS NOT DETERMINED ON PLAN THE DS STEP , PLAN PLAN BUT CONTACT MATCH MAIN HOUSE SLAB „ ELEVATION, 4 MIN.. WAY „ 4 CONCRETE SLAB ON CRE � GRADE w 1.5 LBS CU.YD I / / OF FIBERMESH OVER i , �. w r CONCRETE BONDING. AGENT SLAB ON GRADE, SEE PLAN k g SQ. THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES(ASID). V N REDUCE BY 0.60 AS THE ABOVE WIND PRESSURES HAVE BEE C METHODOLOGY. NO PERMITTED BY THE ALLOWABLE STRESS DESIGN METHOD FURTHER REDUCTION SHALL BE PERMITTED ENGINEER OF RECORD (EOR) _ WITH JOINTS LAPPED 6 AND SEALED .TREATMENT FOR PREVENTION OF SUBTERRANEAN-' OVER - TERMITES _`-- I 2 ) � TO ,12 PLACEMENT. AWCUT CONC. SLAB: WITHIN 4 HOURS OF .GONG. `W ELEMENTS SHALL BE DESIGNED FOR COMPONENT &CLADDING ALL BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. - LINEAR .INTERPOLATION. S PERMISSIBLE. .PLUS...,- PRESSURE AND MINUS = SUCTION. SAWCUTS. FOR CONTROLLED CRACKING CUT. A 1 SAWCUT INTO SLABIN PLACEMENT' PROVIDE SAWCUTS THROUGH OUT :SLAB CALL EOR FOR WOOD' FRAMING SPECIFICATIONS. ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL CONSTRUCTION LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO PRESSURE- D. IF AC OR NON -.DOT BORATE SOIL SHALL BE TREATS Q I CONCRETE A 12x12 GRID WITHIN 12 HOURS OF ALTERNATIVE METHODS. DESIGN SPECIFICATIONS CIFICATIONS NDS FOR WOOD E WEATHER OR IN CONTACT WITH MASONRY CONCRETE PRESERVATIVE TREATMENT IS USED ALL ATTACHED , �.. RETE OR 3 TYPICAL MONOLITHIC FOOTING DETAIL 50.0 4 S S0.0 SCALE: WCUT DETAIL 3/4" - V-0" • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING lS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVE;: FOR REINFORCING SHALL BE 3 FOOTINGS IN 00 ND MESH N _ SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOT NGS PROVIDE' 3 @ 48 O.C. OR ROD CHAIRS # ROVIDE I NS OF PERPENDICULAR `CONTINUITY OF REINFORCING AT INTERSECTIO CONCRETE ELEMENTS BY INSTALLING CORNER BARS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION r7 v NOT REMOVE EXISTING SLAB S. .MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES INREINFORCING, WHERE PERMITTED, SHALL BE 48 B _ IT D, _R REMOVE EXISTING SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING §, 1 3 TO MAKE WAY FOR NEW ) PROVIDE SAWCUTS TO CREATE ` DRIVEWAY TO MAKE APP OXIMATE 12 X 12 Christ pher I Sabourin PE FL PE471461 ,r REVISIONS 1 DATE DIAME WAY CLR. FOOTING FOR NEW i SQ. THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES(ASID). V N REDUCE BY 0.60 AS THE ABOVE WIND PRESSURES HAVE BEE C METHODOLOGY. NO PERMITTED BY THE ALLOWABLE STRESS DESIGN METHOD FURTHER REDUCTION SHALL BE PERMITTED CONCRETE SLABS ONGRADE.FOOTING e �. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER COMPACTED PACTED' EARTH R FILL WITH APPROVED CHEMICAL SOIL CLEAN, OM 0 _ WITH JOINTS LAPPED 6 AND SEALED .TREATMENT FOR PREVENTION OF SUBTERRANEAN-' OVER - TERMITES » w 2 CONT. 12 4 C / ( )# 2 ) � TO ,12 PLACEMENT. AWCUT CONC. SLAB: WITHIN 4 HOURS OF .GONG. `W ELEMENTS SHALL BE DESIGNED FOR COMPONENT &CLADDING ALL BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. - LINEAR .INTERPOLATION. S PERMISSIBLE. .PLUS...,- PRESSURE AND MINUS = SUCTION. SAWCUTS. FOR CONTROLLED CRACKING CUT. A 1 SAWCUT INTO SLABIN PLACEMENT' PROVIDE SAWCUTS THROUGH OUT :SLAB CALL EOR FOR WOOD' FRAMING SPECIFICATIONS. ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL CONSTRUCTION LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO PRESSURE- D. IF AC OR NON -.DOT BORATE SOIL SHALL BE TREATS Q I CONCRETE A 12x12 GRID WITHIN 12 HOURS OF ALTERNATIVE METHODS. DESIGN SPECIFICATIONS CIFICATIONS NDS FOR WOOD E WEATHER OR IN CONTACT WITH MASONRY CONCRETE PRESERVATIVE TREATMENT IS USED ALL ATTACHED , �.. RETE OR 3 TYPICAL MONOLITHIC FOOTING DETAIL 50.0 4 S S0.0 SCALE: WCUT DETAIL 3/4" - V-0" • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING lS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE �. STAINLESS STEEL. T IS USED, ALL: ATTACHED FASTENERS SH AL BE ` V AND NEGATIVE PRESSURES. ;SHALL MEET THE ABOVE. NOTED POSITIVE ROOF COVERING SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION ' T ROOF COVERING SYSTEM. ASPHALT OF HE -- SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURERS REQUIREMEN S. CLAY SPECIFICATIONSMANUFAC���F, AND TI OOFS SHALL BE INSTALLED PER THE "CONCRETE AND,C AY ROOF TILE INSTALLATION MANUAL." AND THE.MATERIAL ; ,S 'REQUIREMENTS. STANDING SEAM' METAL ROOFS SHALL COMPLY WITH ASTM E1514 :AND BE INSTAL ED } °- ACCORDI G.,IO THE MANUFACTURERS REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE DESIGN FOR THE DES G N =. HARDWARE AND ANCHORS. _.,... . A'N'C E� TF1 ANCHOR BOLTS &, THREADED ROD. SHALL BE IN ACCORD r. M NG D VALLEY MATERIALS. 1NSTALLATIOC OF ALL METAL FLASHING AN • : ASTM A 307 OR ASTM "F 1554 GRADE 36. CONCRETE SPECIFICATIONS:_ WASHERS SHALL BE IN "ACCORDANCE WITH ASTM A500 (GRADE B) NUTS. SHALL BE IN ACCORDANCE WITH ASTM A 563 G RADE A HEX. CE WITH ALL CONCRETE HAS. BEEN DESIGNED IN ACCORDAN T ACI 318 ..; HAVE N'1 OMP ACI 301. A�` CONCRETE SHALL HA MINIMUM COMPRESSIVE STRENGTH N LL CONSTRUCT IN ACCORDA 08, AND SHA BE ED - 0 AT DAYS CONCRETE AT OF 250 PSI 28 D CE W TH ,, . ARA GSE l ii METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO AND PORCH SLABS SHALL HAVE A' COMPRESSIVE STRENGTH 'OF 3000 PSI.` 1, EXTERIOR SHALL BE GALVANIZED, RETROFIT REBAR ROD INSTALLATION. EMBEDMENT OF RODS OR REBAR SHEATHING PECIFICATIp N . 1 SHALL BE 12 BAR DIAMETER MINIMUM HOLES / DOWELS .SHALL BE 4 1 BAR SIX AND LARGER THAN THREADED ROD SIZE. LARGER THAN RE is 7 r' ROOF. CONTRACTOR VERIFY MIN. -/1s 24/16, APA RATED :OSB OR (REPAIR DAMAGEDAREAS-USING 0.113 x2 RINK :SHANK 6 EDGE/6" FIELD ( _ » PLYWOOD SHEATHING, MIN. @ 6 O.C. EDGE & FIELD » 6 O. C. (U.0.N.) ANCHORING ADHESIVE. SH ONLY ALL' BE DUAL CARTRIDGE .INSTALLATION ON 7 OR EQUIVALENT) EPDXY. ITW RED HEAD ASHEATHING ( WALL. FLEXIBLE FINISH (WOOD, CEMENT,.. OR VINYL. SIDING,. HARD1 PANEL FASTENED w 8d @ 6_ O.C. EDGE. AND 6 OR PLYWOOD / - 8c BRICK ONLY) MIN. /16 24/16, APA RATED O.C. FIELD._ SHEATHING MAY BE INSTALLED HORIZONTALLY OSB ` REINFORCING STEEL: SHALL BE ASTM A615 GRADE 60. OR VERTICALLY. STRUCTURAL STEEL. SHALL BE ASTM A992, GRADE 50. WELDED WIRE" FABRIC (WWF).. _ SHALL BE ASTM A185. LAMINATED VENEER LUMBER (LVL). ALL LAMINATED VENEER LUMBER SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC t t OOOksi BENDING STRESS Fb 2600psi MODULUS (E)2, ( ) P CONNECTORSPLAN WOOD FSIMPSON LEGE'kD AND ABBREVIATIONS CONNECTOR UPLIFT FASTENERS FL COBE MEMBERS CONNECTION TYPE FASTENER LOAD, DESIGNATES 3 / r, 5W 3P.C. NAILING. F IED 8d@3 /6 BEARING WALL BUILT-UP POST IN THE WALL SHEARWALL. 8d HEADER SIZE, JACK AND KING STUD DESIGNATES 8d COMMONS (2)2x8 _ 1 /1 » " QUANTITY. EDGE & 6 O.C. > IN THE „ SYP SPF TOP PLATE TO TOP PLATE FACE' NAIL , » 2 -GUN NAILS @ 12 STAG. A35 450 450 12-8dx11/z" 10446.4 iI TOP PLATE LAPS INTERSECTION: > /_ FACE NAIL 3 -GUN 'NAI -LS (2-16d) 3 G H2.5T 600 5.20 _ 5 8d EA. END. 11478.3 � DBL. TOP PLATE TO STUD FACE NAIL 2-16d 3 -GUN NAILS ( ) H8 620 530 5-10dx11 EA. END /z 11470.3 '�� RIM JOIST TO TOP PLATE 'TOE NAIL�(8d » » @ 6 GUN NAIL @ 6 MTS12 1000 860 7-10dx1 /z EA. END 10456.3 li CEILING JOIST TO TOP PLATE TOE NAIL3-8d NAIL( 3-8d) 5 -GUN NAILS HTS'20 1450 1245 24-10dx1'/2" EA. END 13872.3 CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS MSTA24 1765 1270 9-10d EA. END 13872.4 JOIST TO ROOF RAFTER FACE NAIL -16d) 8-GUNNAILSCEILING (6 MSTA36 2050 1870 13-10d EA. END 13872.8 I< ADJ BM - BOT -BOTTOM _ BRG ADJACENT LG .Long - EAM MANUF Manufacture MONO -Monolithic - n Center BEARING OC 0 JOIST/TRUSS TO PLATE TO NAIL 2-16d 3 -GUN NAILS ( ) HTT4 3480 3080 18-16d TO -TRUSS/BEAM 11496.2 , _ RAFTER TO PLATE TOE NAIL _ - (3-8d) 3 GUN NAILS 1-5/8"0 ROD TO FTG. JACK RAFTER TO HIP TOE NAIL ' _ (3-10d). 4 GUN NAILS ' - CMU DBL - DIA - CONCRETE MASONRY UNIT DOUBLE DIAMETER OSB - Oriented Strand Board PERP - Perpendicular P PRE' ENG -Pre Engineered g H TT5 _ 5250 4670... _ 32 16d TO TRUSS/BEAM 11496.2 � ROOF RAFTER TO 2x_ RIDGE. BM. TOE NAIL N 2-16d 3 -GU NAILS ( ) s 1- � ROD TO FTG. /s EA EE - EACH EOR - EQ _ EXT - FBC - FDN - FT FOOT' - FTG„ HDR - RIZ HORIZ - EACH END ENGINEER OF RECORD QUAL EXTERIOR FLORIDA BUILDING CODE FOUNDATION FOOTING HEADER HORIZONTAL POUNDS PSF PSI - PT - QT - REINF SF - SPF SYP - THRU _ TYP UON - VERT WWF Pounds per Square Foot P q Pound's per Square Inch PRESSURE TREATED Qu ick Tie _ Reinforce Square Foot Spruce Pine Fur Southern Yellow" Pine - Through i Typical Unless Otherwise Noted - Vertical Welded Wire Fabric ., e , I y LUS28 930 780 6-10d TO HEADER 10655.113;'. CONT. HEADER TWO PIECES FACE 1.6d@ 16 O.C. @ EDGE 4-10d TO JOIST NT. HEADER TO STUD- CO EA TOE NAIL�(3-16d)4-GUN NAILS HU410 905 785 _ 14 16d TO HEADER 10531.36 � STUD TO SOLE PLATE TOE :NAIL. ' _ _ (3 16d) 4 GUN NAILS _ 6 16d TO JOIST SOLE PLATE TO .JOIST. BLOCKING FACE 'NAIL „ r 16d @ ,16 GUN NAIL @ 8 ABU44 2200 ROD w/ 12-16d 5/8"0 10849.6 NAIL SPECIFICATIONS » 3 x0.131 O = GUN NAILS 2.x0.1 1 2 x 2%0.113"o 6d /2 d 3 x.1620=16d 3%0.148"0 10 /z 1 rr _ 1 i » 1 /i x0.14$ � - 10dx1 /z 1 /2 x ,, 3"0 - RINK SHANK » 1, 1 O; = 8d 3 » _ 1/z .131 � - 8dx1 ABU66 2300 5 12-16d /8 � ROD w/ 10849.6 SET N/A N/A - SIMPSON EPDXY TIE 11506.4 LTT20B " 1675 1675 10-16d TO STUD/BEAM/POSTLBS 11496.3 , »» 1- / 0 ROD TO FTG. z LSTA12, 805 695 10-10d 13872.5 CS16 1705 1705 13-8d 10852.1 Christ pher I Sabourin PE FL PE471461 ,r REVISIONS 1 DATE TYPICAL HEADER NAILING 0.131X3 TOE NAILS TYPICAL DOUBLE TOP 2X6 2x8 = 5 NAILS O PLATE SPLICE TYPICAL STUD NAILING. TYPICAL TOP PLATE NAILING. 2x10, 2x12 7 NAILS >, ( ) —0 MIN. SPLICE LENGTH 31x3 END NAILS: = ILS " TOP PLATES 0.1 - 9 LVL, 11 LVL (7) NA FASTEN ALL TOP ,, / (16) 0..131x3 _ NAILS 2 @ 2x4 9 NAILS TOGETHER w 0.131x3 @ 8" O.C. ( ) � 14 LVL, 16 LVL O VENLY SPACED T � 2x6 STAGGERED. 4 @ 2x8. SYP 2 DBL. HEADER, , SYP#2 — IN. ; �� 4 0 WASHER -, I X. TOP PLATE PER PLAN FULL HEIGHT ANCHOR 6 MA \ D \ � D ; FULL HEIGHT I-+---' p EITHER SIDE OF PLATE ANCHORING SPECIFICATIONS � I ------ ---� HEIGHT CHANGE �A PLAN II\ ANCHORING SYSTEM: 2x—BLOCKING G ONLY I S S EM. THE THREADED ROD ANCHORING BL RAISED t x RA 2 » TION. i ARCHED TRANSOM 0 ---__-__ Y_ -Y__ s UPLIFT r. F , SYSTE I SHALL- CONSIST OF WA L l 1 /s � A307 THREADED HEAR L IF S ; R _ -- , ADE ,_ i REQUIRED H E OCKING . _ � F DIAGON L B DOUBLE 2x SP CONNECTOR RODS ORIENTED VERTICALLY AND ATTACHED TO THE - TOP 1 x3 FOUNDATION AN HE _ FASTENED w 3 0.1 D TO T UPPERMOST PLATE AT THE .PASTE SEE PLAN / \ FULL HT. 5T OR DOUBLE -- SIMPS ON H2. DO BLE .PED , DROP _. _ LOCATIONS INDICATED 1N THESE EA. END TYPICAL. 'PLATE _ SOLE E ESE DOCUMENTS: ABOVE J FULL HT. ANCHOR ` » FOLDED PLAT 1 I fl LS T AT2 STRAP TOP E HEADER TOP` PLATE, PROVIDE A 2 x x R. 2 STEEL WASHER. SHEATHING MAY EXTEND 2 - - . PLATE � I , Y8 .. PLATE � 1 .ANCHOR ,; _ TOP � � OVER PASTE.. WITH A NUT AND _ ALLOW AT LEAST 3 , _ DOW PAST BLOCKING WI 1 i FULL HEIGHT ell ; THREADS TO EXTENDV ATTACHMENTS MUST �, ABOVE TIGHTENED NUT. TYP. CHED --THREADED ROD ---T, -.-- ,, YP HEADER ANCHO R IN TO 2x MAT ERIAL. , _..__ WALL STUD N)� ROD INSTALLATION: . s _ PLAN -C,AT ALL PLATE PENETRATIONS , L. SEE, (AR TRANSOM i PER CANS , ` ; FULL HEIGHT F OR POST PROVIDEA HOLE IN THE PLATE LARGER THAN THE STUD OPTION � ,FASTEN- LOWER SEE ANCHOR 1 DIAMET R 'OF THE THREADED ROD USED. WHILE r t E LE RIGHTSEE _._ ,. JACK AND� iTUDwTO TALLERS SIZELANFOR P ( � SINGLE C N UO„ 0 TIN US RODS ARE PREFERRED, COUPLERKING STUDS.. Od COMS �OwS 0F 1 ,2 SIMPS NN CNW ORE UAL MAY BE USED IN CASES AND LOCATIO QW SILL SEEDO N �.WIN PLASEE ELEVATLON12 O.0 WHERE ONE CONTINUOUS. ROD IS UNFEASIBLE: THE3 S0.1RODS ALL BE INSTALLED APPROXIMATELY C-NTERED SCHEDULE � EIN 'SILL SEEqW DOWIN : HOL RODS MAY BE SLANTED FROM TRUFORSILLSIZE AND E rS0.1SCH DULE 3 C VERTIE C L BY A MAXIMUM OF 2 INCHES IN 1O F ET TO TYPICAL SOL � EATE ANCHR. FULL HTCONNECTION EACH SOLE PL AVOID ONfLICTS WITH FLOOR AND W FRAMING. FOR SILL SIZE E AND ALL AMI G PLATE NAILING. 1 STEEL.: COUPLER ANCHO R ND LG MIN !17, ; E � x 6 / 2 , » ( THE NUT ABOVE THE UPPERMOST PLATE SHALL BE CONNECTION EACH -- S. ECT » OPTIONAL LOCATE NAIL s TOE ( 0. 131x3 0 EMBED. 3 SECURED OVER THE WASHER TO A SNUG—TIGHT AT SILL PLATE END 2 ) AT TOP PLATE A NEEDED FLOOR _ S 3 @ 2x4 D ) ,-- CONDITON "PLUS ONE—HALF TURN OF A STANDARD THREADED RO `4 ©, 2x6 THREADED ROD 0 A 0 C D 9 E O F T) WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE< DISTANCE ANCHOR DRILLED FRAMING 5 @ 2x8. PT. SYP # 2 SOLE PLATE 1 2x2 x a 4 4 _ 311 1 2 / 5 WOO � � 8 9 / � 16 1 3x3 x / 4 6 6 ” EPDXY w 2O x �» / $ WASHER, , SEE SCHEDULE BE FULL HEIGHT - OW THREADED ROD — r ' FOUNDATION, 'SEE PLAN PER PLAN. 1 5/8 / 3 / : 0 4 3/,1103x3x/a 7.5 1'0 2Y2' 3.. MONO FOUNDA N ,SEE PLAN MONO STEM WALL FRAMING AT L' -FRAMING AT EMBEDMENT DEPTH E h p WALL FRAMING AT 12" 1 Y2 MAX. MIN. WA FULL HEIGHT ANCHOR INSTALLATION CHART THREADED ROD 0 A 0 C D 9 E O F T) WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE< DISTANCE 3 8 / 1 2 � 7 2 0 1 2x2 x a 4 4 2 311 1 2 / 5 WOO � � 8 9 / � 16 1 3x3 x / 4 6 6 2 Y 2 3 5/8 / 3 / : 0 4 3/,1103x3x/a 7.5 1'0 2Y2' 3.. MONO STEM -1 MONO STEM WRENC APPROXIMATELY 30 FT.—LBS. OF TORQUE DUET SHRINKAGE AND COMPRESSION OF BUILDING CONTR CTORS SHALL RE—TIGHTEN NUT TO 30 FT. -LB . OF TORQUE AFTER ALL TRADES ARE COMP TE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXYANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS FROM SOLE CHOR FULL HEIGHT AN PLATE CHANGE CONDITION RAISED HEADER _.CON'DI TI ON PLATE BREAK DROPPED HEADER CONDITION t WALL 'SECTION THREADED RODINSTALLATION CHART 1 TYPICAL WALL FRAMING 50.1 SOLE PLATE ANCHOR SCHEDULE HREADED ROD` 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. (4)12d JEMBEDMENT DEPTH EDGE DISTANCE' 3/8 40$$ 16" 2x2x1 a » 31/2 » 1 3/4" 1/2 48" 24" 2x2x1 a" 31/2" 1 3/4" WINDOW SILL SCHEDULE ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM END FASTENER EACH END 5 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS 6'-4" (2)2x4 (1)2x6 OR ` SPF#2 (5)12d TOE NAILS 8,-4„ (3)2x4 (3)2x6 OR SPF#2 (1)A34 + (4)12d TOE NAILS 12'-0" (3)2x6 SYP #2 (1)'A35 + (4)12d TOE NAILS 6 —10d X GIRTS RE EACH END w 3 SEE BELOW FOR BO REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. �lq-I' TOENAILS 2 12d TOE SYP 2 ( ) ' 1 �2 HEADER, NAILS E.E. STUD BELOW MIN — PER PLAN OPENING (MIN) 4 1Od 3 `ROWS 12d LOWER TOP SHEATHING ( ) COMMONS RATE �� � OVER LAP DOUBLE BOUNDARY OF RAL NOTES. AT 12 O.C. PLATE AT BREAK SEE ENE � TOP PLATES SHEATHING N END - .. EA. SIDE. $` WALL INTERSECTION Of VIEW FASTENER N CONDITIONS -2x4 MEMBERS. EXAMPLE OF PANEL OF CORNER (1) ROW 'OF 1 Od 4 EDGE w/ BLOCKING „ O WHERE REQUIRED BY � NAILS @ 4 O.C. GENERAL NOTES. _ HEAD OR SILL 2 PLY PLATES SEE .. ... - '... NAIL SPACING AT BEAM. KING & JACK SCHEDULE p P EDGES STUDS SEE PLAN SUP ORTED •' GENERAL NOTES ROUGH OPN G, SEE ARCH. CORNER WALL INTERSECTION 2 PLY BEAMS2x4 POST CONDITIONS CONDITIONS 0 UNSUPPORTED EXAMPLE F UNSU - (6)12d TOE NAILS (UNBLOCKED) PANEL EDGE ' TOP & BOT. (TYPICAL) 2x_ SPF T&B w/ � .. . Al» � • NOTES: 12d @ 8 O.C. • � .. 1. 0 ERLAP TOP PLATES AT CORNERS AND INTERSECTIONS KING & P » (TY) NAILING TO INTERMEDIATE 2. DENOTES 3 x0.131 GUN ,NAILS @ 6 O.C. VERTICAL I » JACKS -/SHEATHING SUPPORT IS 6 O.C. MAX. ROOF 3. O DENOTES FULL H IGHT ANCHOR, SEE PLAN _ NOTES. POR PLAN w , 0 CONT. AT TRUSSES OR 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE w (UON) 1. TYP. CONNECTION AT STUD COLUMNS, 5. C NTRACTOR MAY CHOOSE GIRT VERT FLOOR JOISTS. SE EITHER OPTION WHERE MULTIPLE Q / JACK TO KING ASSEMBLIES, CORNER .POST,. ETC. SIMPSON LTP4 ON JOINT. 0 TIONS ARE SHOWN . INSIDE FACE IF N0 Y2x SPF RIPPED 2. SPECIFIED NAILING REQUIRED,FOR EVERY 'PLY JACK STUDO FIT ARCH. IN ADDITION TOO 2 PLYS BOX BEAM BETWEEN WINDOWS DEPTH REQ D. IN TWO STORY FRAMING SECTION A— A FRA ED WALL CORNER AND 3 WINDOW HEADAND SILL FRAMING 4 SHEATHING NAILING DETAIL BUILT-UP MEMBER FASTENING G 6 INT E TIONS STUDS CONFIGURATIONS 50.1 S0.1 SCALE. 3/4" V-0" �01 S0.1 I I,. L "u PontiBo and Associates, Inc. 20 Osceola Avenue Iax Beach, Florida 32250 Ph.2 2-0908 Fax. 241-9557 FL: CA# 8344 SC: CA# 3579 EJ. 44B A..• G ENS 9A • v S 1 61 T . STA • 4► 4 I S , tpryN � �0tt� I Christ pher"I Sabourin PE FIL PE#71461 RIEVISIONS DATE 1 F ELD ALTERATION CONI RACTOR SHALL CONTACT LOU POIGO & ASSOCIATES PRIOR TO MATING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY THE INTENT F THE ORIGINAL FRO O ORG CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO fi ASSOCIATES MAY RESULT IN A DITIONAL ENGINEERING OR INSPECTION FEES. 1� 1 Z U z ' ,J W 000 V 1 z TYPICAL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R (7PLAN NAME 1COOK RENOVATION DESIGN/DRAWN/CHECKED S JMD LAP DATE 02/23/18 CONTROL NO. TRUSS ID. LPA NO. VIRI-18-00061 SHEET so.] SHEET 2 OF 4 I �e l EACH EXISTING SISTER 2x6 SYP#2 TOE TING EXISTING ROOF RAFTER „ NEW 'EXIS — OF 4 O.C. RAFTER w 1 ROW. OF 10d AND SHEATHING TO (TYP.) REMAIN AS ISx EXISTING ROOF RAFTER I Lou Pontiando and AND SHEATHING TO SIM. TO -- EXISTING 2x6 ROOF 3 _--- RAFTERS Associates, lnc. 2 S0.0 REMAIN AS IS -- -- .a �""'`-- 20 Osceola Avenue lax: Beach. Florida 32250 Ph. 2,12-0908 Fax. 241-9557 ° ° FL: CA # 8344 SC: CA# 3579 A' * . F ° I SI`MPSON H2.5T EA. RAFTER TYPsoft HER ,/, ' oG s E t� 5 .O� 2x4 SPF#2 WALL STUDS @77/ 16 O.C., SEE 1/ " S0.1 A .. EXISTING CMU WALL FULL HEIGHT THREADED TO 'REMAIN AS IS RODS SEE PLAN FOR AND 2 LOCATION / FOR SPECIFICATIONS S0.1 DRILL 4 AND EPDXY 00 #3x20 1 — » HORIZONTAL DOWEL @ 36" O.C. (TYP) WALL SHEATHING, SEE SPECS ON S0.0'-,""', 4 CONCRETE SLAB ON GRADE EXISTING CONCRETE w/ 1.5 LBS/C U.YD OF FIBERMESH " OVER CONCRETE BONDING AGENT SLAB AND MONOLITHIC FOOTING SEE TO TO REMAIN AS IS 3 SO.0 SAWCUT, SEE 4/SO.0 i X 6'-8 DR (OUT 00 I n_ a a � x y 1 / m %EE FOUNDATION S S1.0 / �-'--,"EXISTING � /" EXISTING \,/ REMOVE \/ .\ -- / �- /,\ \ KE .� _SLAB MAY REMOVE EXISTING SLAB TO MAKE �. � x / `-�. �. �- AIN IF TO MAKE KE WAY FOR NEW REM DRIVEWAY NEEDED 4)-0 FOR NEW FOOTING WAY FnnTINr. No.7 61:2 CEMENT BOARD SIDING • STAT r r 'g%s)'ON 41 Christ pher I Sabourin PE FL PE#71461 REVISIONS DATE 'cam 1%4' CEMENT BOARD TRIM F ELD ALTERATION CONI RACTOR SHALL CONTACT LOU PONTIGO E ASSOCIATES PRIOR TO MA ING ANY STRUCTURAL FIELD MOC IFICATIONS WHICH MAY VARY FPOM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD LTERNATIONS MADE PRIOR TO BEIN APPROVED BY LOU PONTIGO E ASSOCIATES MAY RESULT IN A DITIONAL ENGINEERING OR INSPECTION FEES t I I CEM NT BOARD SIDING,-- CID 1 � 1 5ECTIONS AND E EVATIONS I I DO NOT SCALE DIMENSIONS FROM 3 THESE DRAWINGS IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. I PLAN NAME I FOUNDATION SEE S1.0 I FOUNDATION SEE S1.0 I COOK RENOVATION DESIGN/DRAWN/CHECKED I S JMD LAP DATE 4 >-3 02/23/18 2$-601 5,-0» CONTROL NO. 0)—gtp 9 19'— 6TRUSS LD." LPA NO. VIRI-18-00061 NT NORTH ELEVATION 4 LES EAST ELEVATION 3 FRO ( ,� » SHEET __ S0.2 SCALE 3/4$' = 1 —0 S0.2 SCALE. 3/4 - 1'-0" sae SHEET 3 OF 4 y 3'-0 x 5'-0" WINDOW 3'-0 x 5'-0" WINDOW i j I � I i� I ii t I I CEM NT BOARD SIDING,-- CID 1 � 1 5ECTIONS AND E EVATIONS I I DO NOT SCALE DIMENSIONS FROM 3 THESE DRAWINGS IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. I PLAN NAME I FOUNDATION SEE S1.0 I FOUNDATION SEE S1.0 I COOK RENOVATION DESIGN/DRAWN/CHECKED I S JMD LAP DATE 4 >-3 02/23/18 2$-601 5,-0» CONTROL NO. 0)—gtp 9 19'— 6TRUSS LD." LPA NO. VIRI-18-00061 NT NORTH ELEVATION 4 LES EAST ELEVATION 3 FRO ( ,� » SHEET __ S0.2 SCALE 3/4$' = 1 —0 S0.2 SCALE. 3/4 - 1'-0" sae SHEET 3 OF 4 y 3'-0 x 5'-0" WINDOW 3'-0 x 5'-0" WINDOW t I I CEM NT BOARD SIDING,-- CID 1 � 1 5ECTIONS AND E EVATIONS I I DO NOT SCALE DIMENSIONS FROM 3 THESE DRAWINGS IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. I PLAN NAME I FOUNDATION SEE S1.0 I FOUNDATION SEE S1.0 I COOK RENOVATION DESIGN/DRAWN/CHECKED I S JMD LAP DATE 4 >-3 02/23/18 2$-601 5,-0» CONTROL NO. 0)—gtp 9 19'— 6TRUSS LD." LPA NO. VIRI-18-00061 NT NORTH ELEVATION 4 LES EAST ELEVATION 3 FRO ( ,� » SHEET __ S0.2 SCALE 3/4$' = 1 —0 S0.2 SCALE. 3/4 - 1'-0" sae SHEET 3 OF 4 y 3'-0 x 5'-0" WINDOW t I I CEM NT BOARD SIDING,-- CID 1 � 1 5ECTIONS AND E EVATIONS I I DO NOT SCALE DIMENSIONS FROM 3 THESE DRAWINGS IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. I PLAN NAME I FOUNDATION SEE S1.0 I FOUNDATION SEE S1.0 I COOK RENOVATION DESIGN/DRAWN/CHECKED I S JMD LAP DATE 4 >-3 02/23/18 2$-601 5,-0» CONTROL NO. 0)—gtp 9 19'— 6TRUSS LD." LPA NO. VIRI-18-00061 NT NORTH ELEVATION 4 LES EAST ELEVATION 3 FRO ( ,� » SHEET __ S0.2 SCALE 3/4$' = 1 —0 S0.2 SCALE. 3/4 - 1'-0" sae SHEET 3 OF 4 y SYMBOLS LEGEND *: DESIGNATES SHEARWALL. 8d D» DESIGNATES 8d COMMONS ®3 O.C. EDGE & fi O.C. IN THE FIELD DESIGNATES THE HEADER SIZE, NUMBER (2)2x8-1/2' OF PLY S & JACK/KING STUDS NEEDED - . FOR HEADER OPENING. L u Ponti o g and BEAM OR TRUSS, SEE PLAN Assoc i a t e s. I n c. » A307 DIAMETER HR 2 3s THREADED ROD TERMINATES ABOVE DOUBLE TOP 20 Osceola Avenue PLATE E , SEE 2/S0.1 lax. Beach. Florida 32250 Ph. 10908 Fax. 241-9557 UD' NOTES-- s. FL. CA # 8344._ rf �. : f SC: CA#.3579 AND 'EPDXY 2— 4x30 I:DRILL 6 A f FASTEN P.T.PTEND STUD T 0 r ) SPF DENOTES SPRUCE UC E PINE FIR.. SYP DENOTESDOWELS FROM NEWTO EXISTING EXISTING w:Y4x3 TAPCON SOUTHERN YELLOW PINE. , FOOTING TYP: 2 PLACES f 0 � � 8 0. C. r 2) USE SYP#2 FOR ALL TOP PLATES AND SOLE .PLATES. f r +"{ O 3 SEE 1 �y 1 ) /S0.1 FOR SOLE ANCHOR. SCHEDULE �" 7i" i �' ofi♦♦\ 2x4 SPF 2 @ 12 O.C. F / � �U L / �,f FRAMING � NOTES. HEIGHT RAKED WALL 1 SEE SHEET N 'i� E S0.0 FOR ROOF AND WALL SHEATHING O SPECIFICATIONS.7k 6 � 3 I I S W. 3/6 - � _ I SO.O ERE FRAMING MEMBERS CONSIST OF MULTIPLE .PLIES s ° # j' _ T i BEAMS, HEADER AND STUDS FASTEN PLIES TOGETHER A T C ) E HER PER - � . DETAIL Q I 5 S0.1 2 / Q / 4 R � f I .� / w V � NO STRUCTURAL zl�' fN0 STRUCTURA L/ NCH �i ANGE IN THISL CHANGE I N THIS S r� 4 CONCRETE SLAB. ON GRADE iI AREA c� I j AREA W/ 1.5 LBS CU.YD OF FIBERMESH�2 2x4 FULL sf r Chr3 st P he r S abOurin PEOVER CONCRETE BONDING AGENT d X HEIGHT STUDS y a f N - r _FL PE#71461 / EA. END , f� HANG d N t f i w HUC26 , r REVISIONS VISI }} r� / ONS DATE -C T , SAW U r _ s r I d r� r� O ff a I I d r' r✓ 3 f r'. 4 / so. 0 _ x; �. / , r � N r e7 J d / o .a: r 3 3 1_ 1 =f S0.2 / S0.2 S0.2. A S0.2 a 4 .a t d e ; fi FIELD ALTERATION -- — — — — — 7 ON RACTOR SHALL CONTACT LOU a SA CUT �. P TIGO & Al p ASSOCIATES PRIOR TO MALING ANY STRUCTURAL FIELD G I I MODIFICATIONS WHICH MAY VARY I � FRO THE INTENT OF THE ORIGINAL M 4 FASTEN P.T. END STUD TO CONSTRUCTION DOCUMENTS. ANY �. EXISTING FOUNDATION r2\2x4 FULL � �?s \ ) » ,� FIELD ALTERNATIONS MADE PRIOR TO I REMAIN AS IS to '� EXISTING w Y4 x3 TAPCONREIN APPROVED BY LOU PONTIGO& 3\\-TOHEIGHT STUDS / I I a v I nd a ASSOCIATES MAY RESULT IN TYP.) EA. END LANG ^ 8> O. C. ADITIONALENGINEERING OR So.O PECTION FEES. 4 I° w/ HUC26 .4I Q n 4 3 FOUNDATION PLAN (2)2x6 2X6 FRAMING PLAN so.o 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. 01 ri FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, 2X4 SPF#2 Q 12 O.C. FULL STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR HEIGHT RAKED WALL 4 REFERENCE ONLY. SO.2 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. z 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. `I s � l 2 So.2 EXISTING OUTLOOKERS ASTENED I 1 DIRECTLY TO NEW RAKED WALL PER 1 ,S .0 TYP. S0.0 ROOFSHEATHING SHALL REMAIN IS " mY N AS ` NO IF AREA OF DAMAGE FOUND,REPAIR STRUCTURAL PER SHEATHING SPEC ON S0.0 CHANGE 1N THIS AREA Lm FASTEN EA. END OF RAFTER w / SIMPSON 'H2.5T AND 2-12d TOENAILS TYP: 3 So.2 SO.2 : I SISTER 2x6 SYP 2 TO EACH # 3 EXISTING RAFTER w/'1 --ROWS OF 10d OF 4" 0 1 C. TYP. EXISTING 2x6 S0.0 ROOF RAFTERS TO REM IN AS IS X E ISTING' OUTLOOKERS ASTEN'ED INFORMATION SHOWN ON THESE DRAWINGS -REGARDING EXISTING CONDITIONS DIRECTLY TO NEW RA EDALL W ROOF PRANCING PLAN` HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF 1 ASSUMPTIONS PER 1 /S i0 (TYP.) S0M TIONS B SED ON EXPERIENCE .WITH SIMILAR 0 DESIGN INCLUDING . STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY 4 VARY FROM 1NFORMA I TON INDICATED IN THESE DRAWINGS. CONTRACTOR. S0 SHALL VERIFY ALL E .2 X STING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTR CTOR SHALL REPAIR/ REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SH ORIN GTEMPORARY EMPO RY SU PORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROT C E THE STRUCTURE AND .ANY PERSONNEL DURING CONSTRUCTION. SAFETY 0 THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.