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292 16TH ST - ADDITION STRU. DRAWINGSDESIGNSPECIFICATIONS GENERAL NOTES Et CONSTRUCTION S (DESIGN CODE: COMPONENTS & CLADDING ROOF SHEATHING SPECIFICATIONS: 2017 FLORIDA BUILDING CODE - EXISTING ALLOWABLE DESIGN PRESSURES METAL- MIN. Y2", 32/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w 0.113x2" RING SHANK NAILS a " O.C. EDGE " WORK CLASSIFICATION TYPE 11 ALTERATION 4'-0" OF ROOF EDGE). / 0 6 D 8c 6 O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4 O.C. WITHIN (WORK AREA COMPLIANCE METHOD) TRIBUTARY INTERIOR EDGE STRIP (PSF) } PS - DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLAN AREA (sf) ZONE (PSF) '°' - 4'-6„ WALL SHEATHING SPECIFICATIONS: UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. 10 +25.6 -27.7 +25.6 -34.2 FLEXIBLE FINISH -MIN. 7/16 ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d Q 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE DESIGN LOADS: ACTUAL AND UNIFORM 50 +22.9 -25.0 +22.9 -28INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. .8 ROOF STUCCO FINISH. -MIN. 7/16 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d © 6" O.C. EDGE AND 6" O.C. FIELD. INSTALL SHEATHING WITH THE LONG DIMENSION PERPENDICULAR TO THE WALL ROOF LOADING (cd -1.25) 100 +21.8 -23.9 +21.8 -26.6 STUDS TOP CHORD LIVE LOAD 20 psf CLAY MASONRY(BRICK): TOP CHORD DEAD LOAD 7 psf (METAL) THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD THE ' BOTTOM CHORD LIVE LOAD 10 psf ) BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, 8c HOLLOW BRICK, RESPECTFULLY. p ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY BOTTOM CHORD DEAD LOAD 5 psf THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION CONCRETE SPECIFICATIONS: DEFLECTION CRITERIA: SHALL BE PERMITTED I ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. FLOOR FRAMING: LIVE LOAD L/360 &TOTAL LOAD Lf240 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNS FOR BATH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.. WIND LOADING: GENERAL NOTES: ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A • LINEAR INTERPOLATION IS PERMISSIBLE. F MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF DOTING AND FOUNDATIONS: BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS 0 PLUS = PRESSURE AND MINUS = SUCTION. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED 0 DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMIN IS THE ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & S ALL MEET FOUNDATION PLAN ONLY CONVEYS STRUCTURAL THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND BASIC WIND SPEED (ASCE-7 =10) --�=-�-_=_ �__ 130 MPH LOCATION FROM THE FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION IMPORTANCE FACTOR 1.00 PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) MEAN ROOF HEIGHT-�--�-------------------- 15.0 FT �� �a UNLESS OTHERWISE NOTED, ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING" *SK SHALL BE 3 IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 ROOF PITCH -----_-__-_-_-- -=----__ 2/12 0 a a @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH BUILDING CATEGORY 11 : �--� ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS H EXPOSURE CATEGORY ----------------------- C 0 CONCRETE SLABS ON GRADE: ENCLOSURE CLASSIFICATION -----------------ENCLOSED -�I� DENOTES EDGE STRIP. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN COMPACTED EARTH OR INTERNAL PRESSURE COEFFICIENT ± .18 0 SEE C & C CHART FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. ABOVE FOR 'a' DIMENSION SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE MATERIAL SPECIFICATIONS 0 0 METHODS. a WOOD FRAMING SPECIFICATIONS: HARDWARE AND ANCHORS: ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS ( NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT 0 �� � 0PRESSURE-NON-DOT BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH WITH MASONRY, CONCRETE OR SOIL SHALL BE TREATED. IF AC Q OR 0 DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA ASTM A 307 OR ASTM F 1554 GRADE 36. [NOT ACTUAL PLAN] PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. �� �'� WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). ROOF COVERING SPECIFICATIONS: NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED STEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR SCOPE OF SERVICE METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" METAL FLASHING AND VALLEY MATERIALS. LARGER THAN REBAR SIX AND 1/8" LARGER THAN THREADED ROD SIZ . MEANS AND METHODS: WATERPROOFING: (U.0.N.) THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. ANCHORING ADHESIVE. SHALL BE ONE OF THE FOLLOWING PRODUCTS FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR (DUAL CARTRIDGE INSTALLATION ONLY): SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY EPDXY: ITW RED HEAD A7 OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE F R ANY OF REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CON RACT STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. DOCUMENTS. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: Ilk THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINE 'R ARE SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND PLIFT, MODULUS (E)1,900ks1, BENDING STRESS (Fb) 26QOpsi WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEAT ING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESI NED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRA ING NOT SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND qNY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. SIMPSON C WOOD FASTENING SCHEDULE PLAN LEGEND AND ABBREVIATIONS UPLIFT MEMBERS CONNECTIO FASTENER INTERIOR LOAD BEARING WALL CONNECTOR SYP SPF FASTENERS FL# CODE TYPE ® BUILT-UP POST IN THE WALL TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG. GABLE X -BRACE A35 450 450 12-8dx11/2 10446.4 TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS H2.5T 600 520 5-8d EA. END 11478.3 DBL. TOP PLAT _ DESIGNATES SHEARWALL. THE (2)2X8-1 /2 KING SHEADER USIZEUAACK AND E TO STUD FACE NAIL (2 16d) 3 -GUN NAILS D QUANTITY. H8 620 530 5-1 Odx11/2 " EA. END 11470.3 HIDDEN LINE DESIGNATES SIDE OF RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" -------------- WALL THE SHEARWALL SHEATHING MTS12 11000 860 7-10dx11/2" EA. END 10456.3 SW 3» j6» TO BE APPLIED. 8d @3%6 CEILING JOIST TO TOP PLATE TOE NAIL (3-8d} 5 -GUN NAILS DESIGNATES 8d COMMONS Q 3" HTS20 1450 1245 24-10dx11/2" EA. END 13872.3 Q.C. EDGE & 6" O.C. "IN THE MSTA24 1765 1270 9-10d EA. END 13872.4 CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS FIELD" t CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS MSTA36 2050 1870 13-10d EA. END 13872.8 ADJ - ADJACENT LG - Long 18-16d TO TRUSS/BEA JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS BM - BEAM MANUF - Manufacture HTT4 3480 3080 11496.2 RAFTER TO PLATE TOE NAIL (3-8d 3 -GUN NAILS BOT - BOTTOM MONO - Monolithic REVIEWED c p® COMPLIANCE ��aa 1-5/,3"0 ROD TO FTG. il��YfEWGQ ��I'i �®�� `�v�P����Ls� BRG - BEARING OC - On Center 32-16d TO TRUSS/BEA 11496.2 JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board SEECITEIrE TLANTIC BEACH HTT5 5250 4670 5 „ DBL - DOUBLE PERP - Perpendicular �IT� FOR A�ITIONAL 1- /$ 0 ROD TO FTG. ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL L(2 -16d) 3 -GUN NAILS DIA - DIAMETER PRE ENG - Pre Engineered REQUI �E°4EI�TS AND CONDITIOMS LUS28 930 780 V -IVU I v I IL/'1UL1\ A � 44 10655.113 CONI. HEADER, TWO PIECES FACE NAIL 116d@ 16" O.C. © EDGE Gfi - CHI.t-i I✓�r - rounas per Square I-oot EE - EACH END PSI - Pounds per Square Inch EOR - ENGINEER OF RECORD PT - PRESSURE TREATED EQ - EQUAL QT - Quick Tie EXT -EXTERIOR REINF - Reinforce FBC - FLORIDA BUILDING CODE SF - Square Foot FDN - FOUNDATION SPF -Spruce Pine Fur FT - FOOT SYP - Southern Yellow Pine FTG - FOOTING THRU - Through HDR - HEADER TYP - Typical HORIZ - HORIZONTAL LION - Unless Otherwise Noted - LBS - POUNDS VERT Vertical _ WWF Welded Wire Fabric REVIEWED BYE �T DATE:/0 �' ' 0, REVISION BP#P 4t1��1-1/2 DATE SIGNED 4-10d TO JOIST CONT. HEADER TO STUD TOE NAIL o (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 (16d Q 16") GUN NAIL Q 8" ABU44 2200 5/8"0 ROD w/ 12-16d 10849.6 NAIL SPECIFICATIONS 3"x0.131 "O = GUN NAILS 2"x .1130)0 2"x0.113"fib = 6d 21/2 'x0.131 3 x0.148 O = 10d 31/2 11/2 "x0.148"O = 10dx11/2 11/2 'x0.131"O = RINK SHANK "O = 8d x0.162„ O = 16d = 8dx11/2 ABU66 2300 5/8"0 ROD w/ 12-16d 10849.6 SET N/A N/A SIMPSON EPDXY-TIE 11506.4 LTT20B 1675 1675 10-16d TO STUD/BEAM/POST 11496.3 0 ROD TO FTG. LSTA12 805 695 10-10d 13872.5 CS16 1705 1705 13-8d 10852.1 q��seaaista�w III I heirs;J1,111r ��w1 .°°!•6 5410' t[`y�a1°� `mss • 0. 61 r r r r r STATE OF OR 10 12 Christopher J Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CA U D-18-0113 ISSUE DATE PERMIT z o A � 44 O 0 w c7 REVISIONS �z4 01 � z o W � q��seaaista�w III I heirs;J1,111r ��w1 .°°!•6 5410' t[`y�a1°� `mss • 0. 61 r r r r r STATE OF OR 10 12 Christopher J Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CA U D-18-0113 ISSUE DATE PERMIT 07.05.18 BLDG DEPT REVIEW 09.17.18 w c7 REVISIONS DATE � FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOUR N MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R DESIGN CRITERIA AND GENERAL NOTES SHEET S090 SHEET 1 of 6 C) w w c7 x z � zz� z� &MM4 &MM4 H 4-4N C\ � N FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOUR N MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R DESIGN CRITERIA AND GENERAL NOTES SHEET S090 SHEET 1 of 6 TYPICAL WALL FRA ING AND ANCHORAGE PER CONSTRUCTION SPECS. . ° °' 4 Z x ao 4 1 \% 1 \, o \A n\\� 4= •� i ON 1, -AD PLAN. ALT. OOTING AT BUILDERS DISCRETION. '� #3 @ 48" O.C. ROD CHAIRS ( 12" 1—STORY, w/(2) " � 1 MONOLITHIC EDGE FOOTING .0 �) = 1�_Opt _Sl � SCALE: 3/4 r-1 #5 CONT. THICKENED EDGE w/ 1—#5 CONT. � THICKENED SLAB S1.0 SCALE: 3/4" = 1'-0" STEP, SEE ARCH. (4" MAX.) " 61 SLAB RECESS S1.0 SCALE: 3/4"=1'-0" CONT. SLAB ON GRADE, SE PLAN. TO LAB I rlIuK1\4ESS. 3/4" DEEP SAWCUT w/ ELASTOMERIC SEALANT LAB ON GRADE, EE PLAN NOTES: 1) PROVIDE SAWCUTS �TO CREATE APPROXIMATE 12' X 12 MAX. SQ. 2) SAWCUT CONC. SL,�a WITHIN 4 TO 12 HOURS OF CON. PLACEMENT. SAWCUT DETAIL SCALE: 3/4" = 1'-0" TYPICAL WALL FRAMING SND ANCHORAGE PER ;ONSTRUCTION SPECS. `-2�—#5 CONT. I . a - • _ A / i1 4 • t ,,/� •may/ e"xis"w/r,z)ps CONT. BEARING AT INTERIOR SCALE: 3/4 "=1'-0" WALL FRAMING STEP, SEE ARCH. PLAN. SLAB ON GRADE, SEE PLAN. BRICK VENEER IS ACCEPTABLE WITHOUT INCREASE OF FOOTING SIZE. SLAB ON a GRADE, w/,2)#5 CONT. SEE PLAN. MONO FOOTING AT STEP DOWN SCALE: 3/4 "=1'-0" DRILL 4" AND EPDXY 1 #3x20" HORIZONTAL DOWEL BARS @ 32" 0. C. (TYP ) 4" CONCRETE SLAB w/ FIBERMESH @ 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. QQ coo o CLEAN COMPACTED FILL � \� SLAB ON GRADE, SEE PLAN. `7� NEW SLAB JOINING EXISTING MONOLITHIC S1.0 SYMBOLS LEGEND — -- — — — DESIGNATES FOOTING LINE DESIGNATES SAWCUT LINE INTERIOR LOAD BEARING WALL 177%7/ DESIGNATES SLAP RECESS BEAM OR TRUSS, SEE PLAN INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CON[' TIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME `'- DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILA#: STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING 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. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 0 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 85% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. 1-0 EXISTING \JG w/ 2—#5x30" _S EPDXIED 6" MIN. (3—PLACES) z C) 0 U LO w vz�� V1W�}U LO � ��cq U �c e GE NSA s'•�G e � � r • y ST 0 • //���•A'4 O R IO.- ''`'f»,1i�f tetttt�t" 08.27.15 Christopher) Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAU D-18-0113 ISSUE DATE PERMIT 07.05.15 REVISIONS DATE T7_1 FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR To BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS_ IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FOUNDATION DETAILS & FOUNDATION PLAN SHEET S1.0 SHEET 2 OF 6 EXISTING TRUCTUR (3)2X4 LTT20B RECESSED IN SLAB SEE DETAIL 7/S2.1 (2)2x8-1 /1 3/$" OSB SOFFIT. FASTEN w/8d ® 6" 0. C. EXISTING STRUCTURE ND OF ML 2x8 CEILING JOIST PAIRED WITH ROOF RAFTERS FRAMING E SCALE: 1/4$* = 1'-0" BEAM ABOVE C(2)2xlO- T/2 (2)2x12 -------------------------------------------------------------------mad, ! f I 1 EXISTING I STRUCTUR r I ! --------------Irl------ ! 1 r ROOF LEDGER, SEE ! 1 DETAIL 3/S2.1 I ! r ! ! 2x4 PONY WALL OVER EXISTING ! j --ROOF SHEATHING f i SEE 1 /S2.1 RAFTER SPAN TABLE ROOF RAFTER (SYP #2) MAXIMUM SPAN 024" O.C. @16" O.C. @12" O.C. 2 x 6 9'-6" 11'-8" 13'-6" 2 x 8 12,_1„ 14'_9» 17,_1„ 2 x 10 14,_4„ 17,-6" 20,_3„ 2 x 12 1 16'-10" 20'-8" 23'-10" NOTES: 1. ALL RAFTERS SHALL BE SYP#2 2. SIZES NOTED ON PLAN SHALL SUPERSEDE THIS TABLE 3. STRAP ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED. STRAP w/ (2)12d TOE NAILS WOOD WALLS 4. PAIR ALL ROOF RAFTERS WITH CEILING JOISTS, (EXCEPT AT VAULTED CEILINGS) 5. PROVIDE BLOCKING BETWEEN ALL RAFTERS THAT LAND ON EXTERIOR WALL 6. FASTEN RAFTERS TO RIDGE/HIPS w/ 6-0.131x3" TOENAILS UNLESS OTHERWISE NOTED. SYMBOLS LEGEND ROOF FRAMING PLAN SCALE: 1/4" = 1' -0 - 0 INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING 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. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 0 �D � °z ' E-+ w y-�v n w DESIGNATES SHEARWALL. THE HIDDEN !I ! N LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. ---------- SW. 3 6 -ii-- --------------- ------- -4 ! 2x10 SYP#2 ROOF 8d @ j DESIGNATES 8d COMMONS 3" O.C. EDGE & 6" O.C. "IN THE RAFTERS Q 24" FIELD" r A- ! 0• C. DESIGNATES THE HEADER SIZE, NUMBER R (2)2x8-1 /2 OF PLY'S & JACK/KING STUDS NEEDED ASTEN RAFTER TO FOR SUPPORT HEADER. 2 I EXISTING STUDS S2.1 w/5 -0.131x3\, j BEAM OR TRUSS, SEE PLAN All 2 ANCHOR LEGEND S2.1 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST 1- M S TA 2 4 z z I S TI N G ISTFRIUCTUR EACH END O 0 z FLOOR TOP PLATE, SEE DETAIL 4/S2.1 OF HEADER Q W ! ! z I- %" A307 DIAMETER THREADED N \ m = 0 RLAP J IST SEEI -.I Q ROD TERMINATES AT FIRST FLOOR V) ! = TOP PLATE, SEE DETAIL 4/S2.1 DETAIL0 3' ! m O 0 cn J ! 0 W SIMPSON DTT2Z SEE DETAIL 7/S2.1 N � ry ! 0 Q SIMPSON SEE �- O J 2X4. STRAP TOP I LTT208 DETAIL 7/S2.1 °_ N 2-HTS16. STRAP 2 -PLY 14" LV BEAM p SIMPSON H N � Q ` �� N BASE w /2 - C S 1 6 n (/) ! (3)2X4. STRAP TOP Q TT5 SEE DETAIL 7/S2.1 x L i w/2 HTS16. STRAP � Q N Q i ! BASE w/2-CS16 CO W WALL STUD SCHEDULE LOCATION PLATE HEIGHT STUD SIZE & SPACING ! x < N ch ! FASTEN RAFTER TO EXTERIOR 9'-1" 2x4 SPF#2 ®16" O.C. EXISTING STUDS MAX w/5 -0.131x3 EXTERIOR 10'-1 MAX 2x6 SPF#2 ® 16" O.C. or 2x4 SPF#2 ® 12" O.C. I I14P-0%' EXTERIOR 10,-1 TO 2x6 SPF#2 0 16" O.C. ! INTERIOR 1 MAX" 2x4 SPF#2 016" O.C. ;-x INTERIOR 12'-0" 2x6 SPF#2 @ 16" O.C. or 0 LAP JOIST SEE MAX 2x4 SPF#2 0 12" O.C. , 7S2.0/ DETAIL 1/S3.0 2x10 SYP#2 ROOF 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE ! RAFTERS © 24" 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE O.C. STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. iiia -ii ii ii��i i -ii iiia - ----7,il 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS 0 16 O.C. MINIMUM. SEE 4/52.1 FOR ! ADDITIONAL ANCHORS AT SHEARWALLS 4x4 POST I GENERAL NOTES 1 w/ABU44 SEE ------------------------------ S3.0 5/S2.1 1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES BEAM/GIRDER PLIES. 1 S1.0 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING SPECIFICATIONS. WITH 2-12d TOENAILS & 1-SIMPSON H2.5T UPLIFT 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES STRAP UNLESS OTHERWISE NOTED 2x6 SYP#2 ROOF (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER RAFTERS @ 24 DETAIL 4/S2.0 0' C. 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.0 ROOF FRAMING PLAN SCALE: 1/4" = 1' -0 - 0 INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING 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. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 08.27.18 Christopher) Sabourin PE EL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAUD-18-0113 ISSUE (SAT PERMIT 07.05.18 REVISIONS DATE FIELD ALTERATION a Iv I IV'11.. I %-.Im JI -VILE I.VIV IJ1%L_ I CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. WALL 8 ROOF FRAMING PLAN SHEET SHEET 3 of 6 0 �D � °z � E-+ w y-�v n w Z N CIO w U 08.27.18 Christopher) Sabourin PE EL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAUD-18-0113 ISSUE (SAT PERMIT 07.05.18 REVISIONS DATE FIELD ALTERATION a Iv I IV'11.. I %-.Im JI -VILE I.VIV IJ1%L_ I CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. WALL 8 ROOF FRAMING PLAN SHEET SHEET 3 of 6 SYP#2 DBL. TOP PLATE :SEE 1 /S2.1 WALL SHEATHING BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWALLS SEE S1.0 I I I I f I I I 1 ! I L.._. ------------I SINGLE STORY l � l TYP. WALL SECTIONS 52,0 SCALE: 3/4" = 1'-O" LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER TOP PLATE OVER LAPS TYPICAL WALL FRAMING NOTES: 2x4 LOCKING @24" 0. FASTEN EACH END w/3 -10d TOENAILS STUD BELOW LOWER TOP PLATE AT BREAK OVER LAP DOUBLE TOP PLATES ORTHOGONAL VIEW OF CORNER O � 1�4-10d COMMONS WALL INTERSECTION CONDITIONS CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS 6" O.C. VERTICAL 3. DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, ESEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS S2.0 J SCALE: 3/4" = 1'-0" BOUNDARY OF SHEATHING EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL) NAILING TO INTERMEDIATE SUPPORT I -S 6"o.c MAX. (UON)---- RATED SHEATHING, SEE GENERAL NOTES 6 SHEATHING NAILING DETAIL X2.Oj SCALE: 3/4" = 1'-0" STUDS, ROOF TRUSSES, OR FLOOR JOISTS TYPICAL HEADER NAILING 0.131X3" TOE NAILS 2X6 2x8 = (5) NAILS I TrII.HL. J I UV N ' 2x10, 2x12 = (7) NAILS 0.131x3" END NA LS: 9" LVL, 11" LVL = (7) NAILS (2) @ 2x4, 14" LVL, 16" LVL = (9) NAILS (3) @ zxo, (4) @ 2x8. FULL HEIGHT ANCHOR s�i MAX•i EITHER SIDE OF PLA E HEIGHT CHANGE 2x -BLOCKING ONLY REQUIRED IF SHEARWALL SIMPSON H2.5T OR LSTA12 STRAP FOLDED OVER TOP PLATE FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS @ 12" O.C. TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS:. (3) @ 2x4, (4) @ 2x6, (5) @ 2x8. PT. SPF#2 SOLE PLATE 2 TYP. WALL SECTIONS S2.0j SCALE: 3/4" = 1'-O" 2 (3) ROW OF 10d NAILS @ 8" O.C. - STAGGERED z N 2x4 MEMBERS: (1) ROW of 10d ° NAILS @ 4" O.C. 2x6 MEMBERS: (2) ROW OF 10d NAILS @ 4" O.C. STAGGERED (3)ROWS OF 6% .1 TRUSSLOK ENGINEERED WOOD w N FASTENERS @ 24"0.c N AS SHOWN SYP#2 DBL. TOP PLATE RAISED HEADER ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE SCHEDULE 5/S0.1 FOR SILL SIZE AND CONNECTION EACH END '-0" MIN. SPLICE LENGT / (16) 0.131x3" NAILS VENLY SPACED SYP#2 HEADER, PER PLAN I- FOUNDATION, SEE PLAN WALL FRAMING AT RAISED HEADER CONDITION a F- 1. USE SP #2 OR BETTER FOR SHEARWALLS SPACING ALL WALL STUDS.. EDGE DISTANCE 2. USE Sy #2 FOR ALL TOP 2 -PLY PLATES AND SOLE PLATES. �- 3. USE SY #2 FOR ALL TOP EA. SIDE. HEADERS 3- PLY LESS 4. ALL WA LS SHALL BE 24" BALLOON FRAMED FULL N/A HEIGHT TO ROOF OR FLOOR BEARING E ENATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS T SHEARWALLS 2x4 LOCKING @24" 0. FASTEN EACH END w/3 -10d TOENAILS STUD BELOW LOWER TOP PLATE AT BREAK OVER LAP DOUBLE TOP PLATES ORTHOGONAL VIEW OF CORNER O � 1�4-10d COMMONS WALL INTERSECTION CONDITIONS CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS 6" O.C. VERTICAL 3. DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, ESEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS S2.0 J SCALE: 3/4" = 1'-0" BOUNDARY OF SHEATHING EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL) NAILING TO INTERMEDIATE SUPPORT I -S 6"o.c MAX. (UON)---- RATED SHEATHING, SEE GENERAL NOTES 6 SHEATHING NAILING DETAIL X2.Oj SCALE: 3/4" = 1'-0" STUDS, ROOF TRUSSES, OR FLOOR JOISTS TYPICAL HEADER NAILING 0.131X3" TOE NAILS 2X6 2x8 = (5) NAILS I TrII.HL. J I UV N ' 2x10, 2x12 = (7) NAILS 0.131x3" END NA LS: 9" LVL, 11" LVL = (7) NAILS (2) @ 2x4, 14" LVL, 16" LVL = (9) NAILS (3) @ zxo, (4) @ 2x8. FULL HEIGHT ANCHOR s�i MAX•i EITHER SIDE OF PLA E HEIGHT CHANGE 2x -BLOCKING ONLY REQUIRED IF SHEARWALL SIMPSON H2.5T OR LSTA12 STRAP FOLDED OVER TOP PLATE FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS @ 12" O.C. TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS:. (3) @ 2x4, (4) @ 2x6, (5) @ 2x8. PT. SPF#2 SOLE PLATE 2 TYP. WALL SECTIONS S2.0j SCALE: 3/4" = 1'-O" 2 (3) ROW OF 10d NAILS @ 8" O.C. - STAGGERED z N 2x4 MEMBERS: (1) ROW of 10d ° NAILS @ 4" O.C. 2x6 MEMBERS: (2) ROW OF 10d NAILS @ 4" O.C. STAGGERED (3)ROWS OF 6% .1 TRUSSLOK ENGINEERED WOOD w N FASTENERS @ 24"0.c N AS SHOWN SYP#2 DBL. TOP PLATE RAISED HEADER ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE SCHEDULE 5/S0.1 FOR SILL SIZE AND CONNECTION EACH END '-0" MIN. SPLICE LENGT / (16) 0.131x3" NAILS VENLY SPACED SYP#2 HEADER, PER PLAN I- FOUNDATION, SEE PLAN WALL FRAMING AT RAISED HEADER CONDITION a F- (3) ROWS 12d N SHEARWALLS SPACING AT 12" O.C. EMBEDMENT DEPTH EDGE DISTANCE EA. SIDE. 40" 2 -PLY 2x2xi/8" (4) ROWS 12d �- AT 12 O.C. 48" EA. SIDE. 2x2x'/8 " 3- PLY LESS THAN 14" BEAM TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED. 4'-0" MIN. DROPPED HEADER SYP#2 HEADER, FULL HEIGHT PER PLANS ANCHOR, SEE PLAN FOR SIZE AND LOCATION (3)ROWS OF 5" TRUSSLOK ENGINEERED WOOD FASTENERS @ 24 0.c AS SHOWN ° - 4 -FLY 1 I ill! 3 -PLY 14" LVL AND GREATER NOTES: 1. TYP. CONNECTION AT STUD COLUMNS, 2X8 POT JACK -TO -KING ASSEMBLIES, CORNER POST, ETC. 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO (2) PLYS BUILT UP MEMBER FASTENING S2.O J SCALE: 3/4" = 1'-0" DOUBLE TOP PLATE CONTINUOUS OVER 6„ H ADER MAX 8 -GUN NAILS FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE :U OF POST. CS18 @BASE IF PORCH IS AT 2ND LEVEL. 7 S2.0 LSTA12 FOLDED OVER TOP PLATE w/5 -10d NAILS INTO TOP PLATE & 5-10d NAILS INTO BEAM. SPACE @ 48" O.C. OMIT IF WALL SHEATHING IS INSTALLED ON FACE OF BEAM DBL. TOP PLATE 6" MAX ° °1 ° °i 8 -GUN NAILS ° ° °1 FULL HEIGHT ANCHOR OR DTT2Z HOLD DOWN AT BASE OF POST. CS18 @ BASE IF MIN. (2)2x4 WOOD PORCH IS AT 2ND LEVEL. BELOW. & (1) ADJ. OPTION B TO PORCH HEADER. TYPICAL PORCH BEAM CONNECTION WINDOW SILL SEE SCHEDULE 5/SO.1 FOR SILL SIZE AND CONNECTION EACH END 8 1' ' 2 MAX. MIN. I WALL FRAMING AT FROM SOLE DROPPED HEADER CONDITION PLATE BREAK KING & JACK STUDS SEE PLAN SYP#2 HEADER, t� PER PLAN OPENING END li- FASTENER L HEAD OR SILL PLATES SEE SCHEDULE ROUGH OPN'G, SEE ARCH. ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131"x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING- WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND -KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2 "0 x 6" LG (MIN 31" EMBED.) THREADED ROD ANCHOR DRILLED & EPDXY w/2"O x" PLATE WASHER, SEE SCHEDULE BELOW (2)12d TOE NAILS E.E. (MIN) 2x_ SPF T&B w/ 12d @ 8" O.C. (TYP) SHEATHING w Q CONT. AT Q GIRT VERT JOINT. 2x SPF RIPPED TO FIT ARCH. DEPTH REQ'D. SECTION A- A WINDOW HEAD AND SILL FRAMING SCALE: 3/4" = 1'-O" NOTCH HEADER BELOW TOP PLATE PORCH HEADER, SEE PLAN. MIN. (2)2x4 WOOD BELOW. & (1) ADJ. TO PORCH HEADER. AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS &JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2xi/8" 3�/2" 1 3/4" 1/2 48" 24" 2x2x'/8 " 3'/2 " 1 3/4" MASA 48" 24" N/A N/A N/A WINDOW SILL SCHEDULE ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM END FASTENER EACH END 4'--4" (1)2x4SPF #2 (4j12d TOE NAILS < 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 8'-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS l< 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. (6)12d TOE NAILS TOP & BOT. AA KING & JACKS PER PLAN Al ' SIMPSON LTP4 ON INSIDE FACE, IF NO JACK STUD BOX BEAM BETWEEN WINDOWS IN TWO STORY FRAMING z 0 0 � '4 &.1 cmw UZU � H � r= � 4 U � O W �cq U �\G E � N 461 cj;Zy _ _ O A E F a • • -- '�' ''•� OFA I0 �`.•� t�� ZONAL V- 08.27.18 Christopher J Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAU D-18-0113 ISSUE DATE PERMIT 07.05.18 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTiOIN FEES, SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R TYPICAL WOOD FRAME DETAILS SHEET SHEET 4 OF 6 2x4 SYP OUTLOOKER ROOF © 24" 0. C. SHEATHING FASCI A, ,==,,.'�'_MATCH EXISTING ROOF JOIST, " SEE PLAN RAKED 2x4 @ 16" O.C. PONY WALL (2)2x4 BLOCKING @ 24" O.C. FASTEN EACH END w/ (5)10d TOENAILS EACH END. 2x4 CONTINUOUS ROOF SHEATHING EXISTING ROOF FRAMING � 1 RAKED GABLE PONY WALL OVER HEADER S2.1 CONVENTIONALLY STRAP CONVENTIONALLY STRAP WHERE ANCHOR IS SPECIFIED ON WHERE MAX. ANCHOR WHERE MAX. ANCHOR PLAN ADJ. TO GIRDER/BEAM SPACING IS EXCEEDED SPACING IS EXCEEDED LOCATE ANCHOR WITHIN 6" OF POST. � POST. PER PLAN MAXIMUM SPACING � II � SEE THREADED ROD � SPECIFICATIONS ON � SOLID BLOCKING I PLAN � � WITHIN FLOOR 'FLOORI RU�S OR JOIST � j (TYP) j � HEADER, � YPICA POST TOMATCH I f POST ABOVE I I 1 I I II I I ! I I I INSTALL 1—STORY THREADED RODS 6"MAX. FROM WHERE 2—STORY RODS CANNOT BE INSTALLED KING STUD 4 )1 FULL HEIGHT WOOD FRAME WAIL ANCHORING SYSTEM S2.1 SCALE: N.T.S 5 S2.1 24" 16 GU AGE STRAP w/11— 1Odx1Y2" EA. ENE PORCH HEADER, SEE PLAN 24" 16 GUAGE OW STRAP w/11- 10dx1Y" EA. END EX&VIM, END HEADER & SUPPORT POST, PER PLAN. POST BASE: 4x4 POST: ABU44 6x6 POST: ABU66 PORCH. SLAB :.00-: ITS16 TRAPS MSTA24 5/$" ROD p STRAPS EPDXIED 6" MIN (2)MSTA24 STRAPS PLAN VIEW OF PLAN VIEW OF ELEVATION VIEW OF PORCH HEADER POW H HEADER PORCH HEADER AT CORNER POST AT POST AT POST PORCH SHEATHING SPECIFICATIONS: ,/2 ,0 V2 »o V2 " GYPSUM (WATER PROOF) GREEN BOARD, w/ 5d COOLER NAILS @ 6" O.C. EDGE & FIELD OR 1/2 5/$„0 9/16'J0 3/8 " (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS © 6" O.C. EDGE AND FIELD TYPICAL PORCH FRAMING DETA LS (WOOD) CONC. SLAB 7 S2. SHE) ROOF JOTS SEE PLI BALLOOI 2x4 SYP OUTLOOKER C. FASCIA, MATCH EXISTING is M A V E7 r"'1 f" A r3 1 C MP'l A l \/ \ A/ A 1 I !"1% / r' r1 1 1 r- A r-% r r% JLL HT ANCHOR TERMINATES T UPPERMOST TOP PLATE / NUT AND WASHER OLE PLATE ANCHORS ER SCHEDULE ON PLAN. E TABLE AT RIGHT R EPDXY EMBEDMENT ID EDGE DISTANCE. PLAN VIEW ELEVATION VIEW LTT20B JACK STUD AT DOOR WASHER DOUBLE TOP PLATE STEEL COUPLER (OPTIONAL, LOCATE AS NEEDED) FULL HEIGHT THREADED ROD SEE PLAN SIMPSON LTT20B RECESSED IN SLAB w/Y2"x6" TITEN HD UPLIFT CONNECTOR SEE PLAN FULL HEIGHT -THREADED ROD SEE PLAN FOUNDATION, PER PLAN. I EMBEDMENT DEPTH O FULL HEIGHT ANCHOR WALL SECTION MIN 2 PLY STUD. IN LIEU OF 2 STUDS, IT'S ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12 -0.131x3" GUN NAILS SIMPSON DTT2Z --W/8— Y4"x1Y2" SDS SCREWS TCOMOo ° SIMPSON HTT5. FASTEN 26-1Od ° ° NS ---Y2 "x6" TITEN HD D TT2 Z HOLD DOWN ATTACHMENT DETAIL 8d COMMON NAILS 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, AT 3" O.C.(TYP) FASTEN TO ROOF FRAMING BELOW w/ 4—N116"x4" LAG SCREWS NAILS ROOF SHEATHING AT EACH RAFTER. OVERFRAME RAFTERS, SEE PLAN. EXISTING ROOF MEMBER. ROOF LEDGER SCALE: 3/4" = 1'-0" PLAN SOLE 1 T. PLATE % AN CH OR WALL STUD OR POST. AT SILL PLATE DOUBLE TOP PLATE. ELEVATION FULL ANCI- AT TOP PLATE SIMPSON H3 w/ 10-8d COMMON NAILS FROM RAFTER TO LEDGER AND LEDGER TO ROOF MEMBER. _ HT. HOR FULL HEIGHT ANCHOR INSTALLATION CHART THREADED ROD 0 ® © o 0 0 WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 ,/2 ,0 V2 »o 2x2x'/8 „ 4„ 4» 2" 3" 1/2 5/$„0 9/16'J0 3x3x�/4„ 6» 6„ 2Y2>, 3» 5/83/4»0 3/4 "0 3x3x'/4 ” 10" 10" 2Y2„ 3„ MONO STEM MONO STEM THREADED ROD INSTALLATION CHART MIN 7 Ply HTT5 FADED OXIED FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF 3/$"W A3Q7 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2"x Y8" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER TO A SNUG—TIGHT CONDITION PLUS ONE—HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30 FT.—LBS. OF TORQUE). DUE TO SHRINKAGE AND COMPRESSION OF BUILDING CONTRACTORS SHALL RE—TIGHTEN NUT TO 30 FT.—LBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS V z A O w w c7 Vz.Nr� �� U v1� U p� aN "�' �w U � No 10 Ic ,X1 41 8 0. 14 S ' Y T f s 1 08.27.18 Christopher ) Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAU D-18-0113 ISSUE DATE PERMIT 07.05.18 REVISIONS DATE o w w c7 x U � U Z lmm�o� Z� H Eumq 4=J N F-+ O*N Uj N FIELD ALTERATION CONTRACTOR SHALL CONTACT CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. WOOD FRAME DETAILS SHEET SHEET cj OF 6 OVERLAP RAFTERS 10". FASTEN 8- 0.131 x3" 2x6 SYP#2 ROOF RAFTERS @ 24" 0. C. 12 3 1 5-0.131 x3 BEAM, SEE PLAN i )) OSB SOFFIT POST, SEE PLAN "+\ BUILDING SECTION 53.0 SCALE: '/. ••-1• 0•• 2X4 VER ICAL. FASTEN TOP TO RAFTER W/10 -0.131X3" 4 BLOCKING H2.5 UP IFT STRAP 2A6 PLATES. FASTEN TO JOIST w 2-0.131x3 OSB WALL :r SHEATHING 2x8 CEILING JOIST @ 24" O.C. w/A35 ANGLE EACH END 2x8 LEDGER w/7-0.131 x3 NAILS @ 16 2x10 SYP#2 ROOF RAFTERS @ 24" 0. C. H2.5 UPLIFT STRAP 2X4 VERTICAL. FASTEN TOP TO RAFTER W/10 -0.131X3" OVERLAP RAFTERS 12". FASTEN 10-0.131 x3" 12 21 -� 2x CEILING JO ST @ 24" 0. C. MTS12 STRAP BEAM, SEE PLAN 5-0.131 x3 TOENAILS d - 2x10 SYP#2 ROOF RAFTERS @ 24" 0. C. 2x4 VERTICAL. FASTEN TOP TO RAFTER w/10 -0.131x3 2x4 45• DIAGONAL X -BRACE. FASTEN TO STUD w/2 -0.131x3 2x6 CEILING JOIST @ 24" 0. C. H2.5 UPLIFT STRAP A35 ANGLE -I5 -0.131x3 /-TOENAILS ROOF LEDGER RIDGE BEAM 1.- __ 2x4 45° DIAGONAL , X -BRACE. FASTEN -TCS' STUD w /2--(3;1-31 x 3 12 0 z �i O ter) u U L n W u z I•—•1 � pq � n d- c� v U p rQ z C4 U 08.27.18 Christopher J Sabourin PE FL PE#71461 PLAN NAME DAY RESIDENCE DATE 08.27.18 SSE No. CAUD-18-0113 ISSUE DATE PERMIT 07.05.18 REVISIONS DATE FIELD ALTERATION CHRISTOPHER SABOURIN PE PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY CHRISTOPHER SABOURIN MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALING DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. BUILDING SECTION SHEET S3*0 SHEET 60F 6