347 7TH ST - NEW HOME STRU. DWG'S')ESIGN CODE: ---------------
2017 FLORIDA BUILDING CODE(RESIDENTIAL)
)ESIGN LOADS: ---------------
ACTUAL AND UNIFORM
FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360
(cd=1.25)
�oaF LOADING:
50
'OP CHORD LIVE LOAD ----------------------
20 psf
10 psf (METAL)
TOP CHORD DEAD LOAD ---------------------
psf
BOTTOM CHORD LIVE LOAD --------------------`10
5 psf
BOTTOM CHORD DEAD LOAD -------------------
3/12
FLOOR LOADING:
(cd=1.00)
LIVE LOAD (INTERIOR) -----------------------40
psf
psf
LIVE LOAD (BALCONIES) ----------------------40
25 psf
DEAD LOAD ------
----------------_
DEFLECTION CRITERIA:
TRIBUTARY
AREA (sf)
ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240
EDGE STRIP (PSF):
'a' = 4'-0"
FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360
& 0.75" MAX
WIND LOADING: (ASCE 7/10)
50
BASIC WIND SPEED - - - - - - - - - - - - - - - - - - - - - - - -
- 130 MPH
IMPORTANCE FACTOR -----------------------1.00
+21.8 -23.9
MEAN ROOF HEIGHT ------------------------
20.0 FT
ROOF PITCH -----------------------------
3/12
BUILDING CATEGORY ------------------------
11
EXPOSURE CATEGORY-------------------------
C
ENCLOSURE CLASSIFICATION _-------------------
ENCLOSED
INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - - - - - -
- f .18
COMPONENTS & CLADDING ALLOWABLE PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
ZONE (PSF)
EDGE STRIP (PSF):
'a' = 4'-0"
10
+25.6 -27.7
+25.6 -34.2
50
+22.9 -25.0
+22.9 -28.8
100
+21.8 -23.9
+21.8 -26.6
COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND
NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.
LINEAR INTERPOLATION IS PERMISSIBLE.
PLUS = PRESSURE AND MINUS = SUCTION.
THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP
PRESSURES.
DESIGN E WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE
WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE
PRESSURES.
STRUCTURAL DRAWING INDEX
S0.0
DESIGN CRITERIA &GENERAL NOTES
S0.1
GENERAL NOTES
FOUNDATION PLAN
S1.0
F01
FOUNDATION DETAILS
1ST LEVEL WALL FRAMING PLAN
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S1.2
2ND FLOOR TRUSS PLACEMENT PLAN
2ND LEVEL WALL FRAMING PLAN
S1.3
S1.4
UPPER ROOF TRUSS PLACEMENT PLAN
S2.0
TYPICAL FRAMING DETAILS
S2.1
WOOD FRAMING DETAILS
S2.2
MISC. FRAMING DETAILS
S3.0
BUILDING SECTION
S3.1
BUILDING SECTION
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GENERAL NOTES:
THESE CONTRACT DOCUMENTS REPRETENT THE FINISHED STRUCTURE. THEY DQ NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SH LL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS
AND OTHER PERSONS DURING CONSTRIUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND
METHODS, BRACING, SHORING, FORMS, I SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO
HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL
ENGINEER OR STRUCTURAL OBSERVER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
TYPICAL DETAILS AND NOTES ON THE E SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUCTION DETAILS NOT FULLY S OWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS.
ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND
SAFETY REQMT'S.
IF 0 ARCHITECTURAL
FOR CLARITY, ALL OPENINGS MAY NO BE SHOWN ON DRAWINGS. SEE ALSO , MECHANICAL, ELECTRICAL
AND PLUMBING PLANS. ALL OPENINGSI AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM
DRAWINGS MADE BY THEM. CONTRACT)R SHALL NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT
UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS.
WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED.
CONTRACT DOCUMENTS INCLUDE, BUT TARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND
SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED
BY THE CONTRACTOR.
CONTRACT DOCUMENTS SHALL DOVER IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS
OF ACI, PCI, RISC, SJI OR OTHER STAT DARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE
STRICTEST REQUIREMENT SHALL COVE �N.
MATERIAL, WORKMANSHIP, AND DESIGN(( SHALL CONFORM TO THE REFERENCED BUILDING CODE.
THE GENERAL CONTRACTOR SHALL VE IFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE
ARCHITECTURAL DRAWINGS. DO NOT pCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR
INFORMATION TO THE ARCHITECT FOR (DIMENSIONS NOT PROVIDED.
ALL DIMENSIONS AND ELEVATIONS SH IWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL
DRAWINGS. RESOLVE ALL DISCREPANC1-N
S WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS
COORDINATE THE STRUCTURAL DOCUMTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL
DOCUMENTS. ARCH ITECT/STRUCTURAL j ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION.
TOR HAS SOLE RESPONSIBILI Y FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF
CONTRACTOR I
CONSTRUCTION. CONTRACTOR HAS S pLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION
BRACING, SHORING, TEMPORARY SUP P ARTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY
REGULATIONS FOR ITS EMPLOYEES. j
NO STRUCTURAL CHANGE FROM THE PPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS
WRITTEN APPROVAL IS OBTAINED PRIG � TO MAKING SUCH CHANGE. CHANGES WITHOUT - THE WRITTEN APPROVAL SHALL BE
THE RESPONSIBILITY OF THE CONTRACjfOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED.
THE MECHANICAL CONTRACTOR SHALL j COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL
CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL
CONTRACTOR SHALL FURNISH ALL NE ESSARY STRUCTURES FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND
INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT.
FOR ELEVATORS ASSOCIATED WITH THII5 PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR FRAMING AND
ROOF FRAMING HAVE BEEN COORDINA QED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL
SUPPORTS BASED ON ELEVATOR CUT $HEFTS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. CONTRACTOR
SHALL BE RESPONSIBLE FOR COORDIN DING WITH THE ELEVATOR MANUFACTURER FOR THE ELEVATOR(S) TO BE
INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS
REQUIRED FOR SLAB OPENING ADJUST ENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS
REQUIRED. CONTRACTOR SHALL COORDIINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL
BE RESPONSIBLE FOR COSTS ASSOCIA ED WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF
ELEVATOR(S) AT NO ADDITIONAL COST(TO OWNER.
GUARDRAILS AND HANDRAILS:
SHALL BE DESIGNED PER 2006 INTERNATIONAL RESIDENTIAL CODE, TABLE R301.5. COMPLIANCE WITH THESE
REQUIREMENTS IS THE RESPONSIBILITY OF THE RAILING MANUFACTURER.
FOUNDATIONS:
SOIL BEARING (DESIGN MAXIMUM): 20 IO PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE F00 SING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE
ENGINEER SHALL BE NOTIFIED.
FOUNDATION PLAN ONLY CONVEYS ST �UCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS,
STEP HEIGHTS, ETC., SEE ARCHITECTU AL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE
FOUNDATION PLAN. IF FOOTING SIZE R LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL
ENGINEER.
UNLESS OTHERWISE NOTED ON DRAWINIIIGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE Y IN FOOTINGS AND
MESH SHALL BE CENTERED IN SLAB OU GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS
PROVIDE #4 @ 48" O.C. OR ROD CHAI S. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR
CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN
REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
Y NOTED AS "CAN ILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED
UNLESS SPECIFICALLY T
CONTINUALLY PRIOR TO COMPLETION jF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY 0
TEMPORARY ERECTION BRACING AND IHORING.
BACKFILL AGAINST WALLS SHALL BE D POSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL THE
LOWER FINAL GRADE IS REACHED. CO (TRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING
THE CONSTRUCTION PERIOD. BACKFILL (SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF
SPECIFIED DESIGN STRENGTH.
FOOTINGS SHALL BE CENTERED ABOUT] COLUMN LINES UNLESS NOTED OTHERWISE.
TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS
REQUIRED, DO NOT EMBED PIPING WI FHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS.
FILL TO BE COMPACTED TO 95% OF M �XIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8"
THICK MAXIMUM & UNDER THE DIRECT! SUPERVISION OF THE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY
COMPACTION AS REQUIRED BY THE GEbTECHNICAL ENGINEER.
CONCRETE SLABS ON GRADE:
SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER
CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN
TERMITES.
G.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BE CUT INTO THE SLABS AT A DEPTH OF % TIMES THE
THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF INTERIOR SLAB CONTROL
JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 16'-0" (MAX.) IN EACH DIRECTION. CONSTRUCTION OF CONTROL JOINTS SHALL
BE LOCATED SUCH THAT THE AREA CONTAINED IS 600 SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE
OF 2 TO 1..
SLAB CONSTRUCTION JOINTS SHALL BE USED IN PLACE OF CONTROL JOINTS WHERE NEEDED TO INTERRUPT A CONTINUOUS
POUR. SLAB CONSTRUCTION JOINTS SHALL BE KEYED.
PLACEMENT OF WELDED WIRE REINFORCEMENT IN SLAB, WHERE SPECIFIED, SHALL BE AT CONSISTENT DEPTH OF 1"-2" FROM
T/SLAB. WELDED WIRE REINFORCEMENT SHALL BE PROPERLY CHAIRED ABOVE GRADE. OVERLAP EACH REINFORCING SHEET TWO
FULL PANELS AND TIE CROSS WIRES ON EACH SIDE. WELDED WIRE REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS.
REFER TO ARCHITECTURAL/MECHANICAL FOR SLAB FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN ADDITION TO
THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR EMBEDDED ITEMS.
PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW THE SLAB AND NOT WITHIN THE SLAB. VERTICAL
PENETRATIONS ARE ALLOWED.
COLUMN BOX -OUTS SHALL BE USED TO ISOLATE AN ADEQUATE AREA AROUND COLUMN BASE PLATES TO PROVIDE FOR
COLUMN PLACEMENT AND LEVELING. BOX -OUTS ARE TO BE CLEAN AND FREE OF DEBRIS TO TOP OF FOOTING PRIOR TO
FILLING WITH CONCRETE. COLUMN BOX -OUTS ARE NOT REQUIRED IF STEEL COLUMNS ARE PLUMB AND FULLY GROUTED PRIOR
TO PLACEMENT OF SLAB.:
CONCRETE REINFORCING
REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE). (IBC
2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION)
REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE).
UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
1. CONCRETE CAST AGAINST EARTH --------------
2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER -- 2"
,a
3. WALLS - - - - - - - - - - - - - - - - - - - --------------- 3/4
4. COLUMNS/BEAMS--------------------------- 1 1/2
SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF
REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE.
ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION
FROM THE STRUCTURAL ENGINEER.
ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-05. SPLICES SHALL
BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE, REINFORCEMENT SHALL BE SPLICED ONLY AT
LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE
SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE
STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08)
WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND
SHALL BE SUPPLIED IN FLAT SHEETS.
LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS.
FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED Q
SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL).
PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS AND
OTHER MEMBERS).
PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS
NOTED OTHERWISE.
ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.
ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND
CORNERS. L&
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CITY OF ATLANTIC
SEE PERMITS
+e ADDITiONAL
REQUIREMENTS * , D CONDITIONS
REVIEWED,
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10.17.18
Christopher J Sabourin PE
FL PE#71461
PLAN NAME
ASPLUNDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
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10.17.18
Christopher J Sabourin PE
FL PE#71461
PLAN NAME
ASPLUNDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
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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.
DESIGN
CRITERIA
AND
GENERAL
NOTES
SHEET
Soso
SHEET 1 OF 13
CONCRETE MASONRY:
ALL M/-SONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5-05/TME0 402-05
AND Ar'l 530.1-05/ASCE 6-05/TMS 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75,
HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE
STRENGTH OF 1900 PSI (f'm=1500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN
5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY
WHEN THE WALL HEIGHT EXCEEDS 5'-0".
CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO ASTM C-90. LAY IN RUNNING
BOND UNLESS NOTED OTHERWISE. F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900
PSI). COMPLETE TEST REPORTS THAT DOCUMENT MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED
TO THE BUILDING INSPECTOR.
GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE
STRENGTH OF 3000 psi PER ASTM C1019. GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE
OF 3/s PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM 0270 AND TYPE M OR S.
TYPE N MORTAR MAY BE USED IN BRICK VENEER.
JOINT REINFORCING — TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED OTHERWISE
AND CONFORM TO ASTM A-82.
VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE
FOUNDATION AND EXTEND INTO THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4 X 4
it
OPENING AT U BLOCK FOR VERTICAL BAR.
PROVIDE REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO
THE REINFORCING DISPLACED. MINIMUM REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR AT
EACH SIDE UNLESS REINFORCED CONCRETE JAMB IS CALLED OUT.
PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT TOP AND BOTTOM
OF OPENINGS, (EXTEND 24" EACH SIDE) AND 2 ROWS AT 8" AT BOND BEAMS. UNLESS NOTED
OTHERWISE, WHERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE CONSTRUCTED AND/OR WHERE
ADDITIONAL WYTHES OF CONCRETE MASONRY ARE ADDED TO EXISTING WYTHES, EACH ADJACENT WYTHE
SHALL BE TIED TO THE NEXT WYTHE WITH TYPICAL JOINT REINFORCING (NEW CONSTRUCTION FOR BOTH
WYTHES) OR POST—INSTALLED TIES APPROVED BY ARCHITECT/ENGINEER (ADDITION TO EXISTING
CONSTRUCTION) WITH SPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL JOINT
REINFORCING DESCRIBED IN THE GENERAL NOTES.
CONCRETE MASONRY UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN
ORDER TO GET CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION.
ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED.
HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS.
16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK ABOVE
WITH BREAK AWAY TOP PART OF WEB.
SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL
BE RESPONSIBLE FOR THE DESIGN OF ALL FLASHING.
FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL
COURSES OF PILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERr
ADJACENT CELLS/CAVITIES ARE TO BE GROUTED, & WHERE OTHERWISE NOTED.
WOOD FRAMING SPECIFICATIONS:
ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL
BE PRESSURE -TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE
(DOT-GISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR NON ---DOT BORATE PRESERVATIVE
TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA
PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS
PRE-ENGINEERED WOOD TRUSSES:
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL
COMPL'Y WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS
INSTALI.ED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TPUSS
CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL
TRUSSES SHALL HAVE TEMPORARY BRACING PER COMMENTARY AND RECOMMENDATION FOR HANDLING,
INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91. AT MULTIPLE STRAP
CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING(2)STRAPS
OTHER.
ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA.
ROOF COVERING SPECIFICATIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING
SYSTEM.
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 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 METAL FLASHING
AND VALLEY MATERIALS.
TIMBER FRAMED BEARING WALL NOTES.
1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SYP#2.
2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE P.T.
3. SILL PLATE ANCHORS-Y217x6" EPDXY ANCHORS @ 24" O.C. MAX
4. STUD SIZE & GRADE PER STRUCTURAL PLANS.
5. MIN, OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES.
6. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS, U.O.N.
7. SPACE STUDS AT 24" O.C. IN NON -LOAD BEARING WALLS.
8. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR
FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN.
WOOD FRAMING SPEbIFICATIONS:
EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE
GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO
ESTABLISH LUMBER (GRADES.
ALL LUMBER, EXCEPIT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND
SURFACED ON (4) IDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND
SINGLE LENGTH PIE �ES. SPLICES WILL NOT BE PERMITTED EXCEPT WHERE SPECIFICALLY SO
DETAILED OR AS DI �ECTED BY THE ENGINEER.
ROUGH HARDWARE, (JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED
BY "SIMPSONS" COIvPANY OR APPROVED EQUAL, THE MAXIMUM SIZE AND NUMBER OF
FASTENERS SPECIFI ID BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE.
BLOCKING AND FIRE 'TOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF
FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL
CONCEALED DRAFT ?PENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND
FLOOR AREAS (AS REQUIRED BY BUILDING OFFICAL AND ARCHITECT).
BOLTS (IF APPLICABLE SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1 /16" LARGER
I }
THAN THE DIAMETEF OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT
STEEL WASHERS U](HERE
)ER HEADS AND NUTS. NUTS SHALL BE PULLED TIGHT AND AGAIN
CHECKED AND TIGHCENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR
BOLTED HEADS ORNUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO
SUFFICIENT DEPTHIO HOUSE THE BOLT HEAD OR NUT AND WASHER. CUT OFF EXCESSIVE
BOLT PROJECTION NECESSARY. NICK THREADS TO PREVENT LOOSENING,
ON THESE PLANS U.O.N. ,
SPECIFIED
)
OIULD BE USED WHEN NAILING IS(
COMMON NAILS SH
SUCH AS AT SHEARWALLS AND DIAPHRAGMS. ALL OTHER NAILING MAY BE OF THE "BOX
OR SINKER" TYPE.
ALL ROUGH CARPENTRY WILL PRODUCE JOINTS TRUE AND TIGHT AND WELL NAILED WITH
MEMBERS ASSEMBLE IN ACCORDANCE WITH THE DRAWINGS AND ALL PERTINENT BUILDING
CODES. THE SHIMMI G OF SILLS, JOISTS SHORT STUDS, TRIMMERS, HEADERS OR OTHER
FRAMING MEMBERS HALL NOT BE PERMITTED. ALL WALLS AND PARTITIONS SHALL BE
STRAIGHT, PLUMB A D ACCURATELY LOCATED. CAREFULLY SELECT ALL STRUCTURAL
MEMBERS. INDIVIDUA PIECES SHALL BE SELECTED SO THAT KNOTS AND OBVIOUS MINOR
DEFECTS WILL NOT I TERFERE WITH THE PLACING OF BOLTS, OR PROPER NAILING OR THE
MAKING OF SOUND ONNECTIONS. LUMBER MAY BE REJECTED BY THE ENGINEER FOR
EXCESSIVE WARP, T IST, BOW OR CROOK, MILDEW, FUNGUS OR MOLD AS WELL AS FOR
IMPROPER GRADE (MARKINGS, DEFECTS WHICH WILL RENDER A PIECE UNABLE TO SERVE
ITS INTENDED FUNC ION SHALL BE DISCARDED.
WHERE "LVL" MEMBERS ARE INDICATED ON THE PLANS AND SCHEDULES THEY SHALL BE
MANUFACTURED BY (TRUSS -JOIST MACMILLAN OR BE AN APPROVED EQUAL PRODUCT.
MEMBERS SHOWN0 I� THE PLANS AND SCHEDULES ARE DETERMINED FROM MANUFACTURER
SUPPLIED INFORMATION AND SHOULD BE REVIEWED FOR COMPLIANCE BY THE
MANUFACTURER'S Cl IL OR STRUCTURAL ENGINEER, LOADING INFORMATION MAY BE
PROVIDED UPON RE �UEST. NOTCHES, HOLES OR CUTS SHOWN IN THE TYPICAL DETAILS ARE
ALLOWED WITHOUT DDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BE
APPROVED BY THE )TRUCTURAL ENGINEER.
ALL WOOD MEMBERS( EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR
SOIL SHALL BE PRESURE-TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH
SODIUM BORATE (D T-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR
NON -DOT BORATE IRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE
HOT DIPPED GALVANIIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS
SHALL BE STAINLES STEEL.
METAL CONNECTORS AND FASTENERS
ALL EXPOSED META STRAPS AND HANGERS SHALL BE GALVANIZED G185 (1.85 OZ/FT�2}
OR BETTER.
HANGER AND STRAPS INTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE
STAINLESS STEEL.
ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE
SPECIFICATIONS OF ASTM153 OR BETTER.
FASTENERS INTALLE INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS
FA P
STEEL.
SHEATHING SNEUIr IC: I IUNJ:
• ROOF - MIN. 2", 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.120x3" RING
SHANK NAI S Q 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL
SPACING T 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
"
• WALL MIN. IE 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6"
,
O.C. EDGE PND 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT
SHEARWALL
23/3 �
• FLOOR — TBcG OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON Q
6" O.C. EDCE & FIELD
NAILS @ 6 O.C.
• PORCH CEILING I— 3/8 (OR GREATER) 05B OR PLYWOOD, W/ 8D COMMON
EDGE AND MELD
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10.17.18
Christopher j Sabourin P£
FL PE#71461
PLAN NAME
ASPLUNDH
SSE No.
ASPL-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL HELD
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 15
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R
GENERAL
NOTES
SHEET
so.]
SHEET 2 OF 13
�I
F
Lo
10"
STAIRS BY
BUILDER
aO
co
IL
r
3
S1.01
� 3
N S1.01
5,_11 it
1
S1.01 � 70'-11 "
12'-2••
r�
4 CONCRETE SLAB w/
L _11\_FIBERMESH @ 1.5 LBS/CU.YD.
F_ WWF
CONCRETE OR 6x6 W1.4xW1.4 � 29-0
WPREPA ED GRADE. BARRIER
N
S1 Al
-_ 51.01
PROVIDE SAW CUTS PER S1.01----------------
-�- 5/S1.01, BUILDER TO
------------------- COORDINATE WITH FINISH I I 7B
------------------FLOOR MATERIAL. I I 51.01
---- ------ -in� P 0 EIECRAC x4
R
------ ---- ----
L J AT SLAB MID -DEPTH. /
" CONCRETE SLAB w/
FIBERMESH I@ 1.5 LBS/CU.YD. STAIRS BY
OF CONCRETE OR 6x6 W1.4xW1.4 BUILDER
WWF ON 6 IL VAPOR BARRIER
IN PREPAR D GRADE.-\\
�. _SAWCUT - -
_t
I PROVIDE SAW CUTS PER �
T1 2/S1.01,1 BUILDER TO
ORDINA E WITH FINISH � ( o
FLOOR MATERIAL.
S1.01
SAWCUT
i
FOOTING SCHEDULE AND NOTES
TYPE LENGTH WIDTH DEPTH BOTTOM BARS
F2.0 2'-0" 2'-0" 1'-0" 3-#5 EA. WAY BOT.
F2.5 2'-6" 2'-6" 1'-0" 3-#5 EA. WAY BOT.
F3.0 3'-0" 3'-0" 1'-0" 3-#5 EA. WAY BOT.
F3.5
3'-6" 3'-6" 1'-0" 4-#5 EA. WAY BOT.
F4.0 4'-0" 4'-0" 1'-0" 4-#5 EA. WAY BOT.
F4.5 4'-6" 4'-6" 1'-0" 4-#5 EA. WAY BOT.
1. THIS FOUNDATI'04 PLAN ONLY CONVEYS STRUCTURAL INFO, RELATED TO HE
FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS,
STEP HEIGHTS, ECT., S;EE ARCH. PLAN. ARCHITECTURAL PLAN SH WNHERE I pN OR
REFER2. FIGS
& FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES.
3. SOIL COMPACTION AND FILL SHALL BE
COMPACTED F MODIFIED
N ACCORDANCEWITH ASTM 1557
� I 7e �
S1.01
4" CONCRETE SLAB w/
FIBERMESH Q 1.5 LBS/CU.YD.
OF CONCRETE OR 6x6 W1.4xW1.4
POOL o I I WWF ON EMIL VAPOR BARRIER I � o
BY OTHER j ( IN PREPARED GRADE.
o I � N_I�
N�ol
PROVIDE SAW CUTS PER
2/S1.01, BUILDER TO
st.o1 I ( COORDINATEOORMATIFINISH
MATERIAL.
19'-9"
A__FOUNDATION PLAN
S1.01 SCALE: 1/4" = 1'-0"
iv
SYMBOLS LEGEND
— — — — — DESIGNA-':-S FOOTING LINE
DESIGNATES SAWCUT UNE
INTERIOR LOAD BEARING WALL
74747%�i DESIGNATES SLAP RECESS
---- BEAM OR TRUSS, SEE PLAN
10.17.18
Christopher j Sabourin PE
EL PE#73461
PLAN NAME
ASPLUNDH
SSE No.
ASP L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
T-71
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10.17.18
Christopher j Sabourin PE
EL PE#73461
PLAN NAME
ASPLUNDH
SSE No.
ASP L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
T-71
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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
FOUNDATION
PLAN
SHEET
sloo
SHEET 30F 13
AT WALLS GREATER THEN
4'-0" HIGH, NOTIFY E.O.R.
FOR TEMPORARY BRACING
LAYOUT PLAN AND
PERMANENT LATERAL
SUPPORT DETAIL.
GRADE OR CONC.
SLAB, SEE PLAN.
STEMWALL SCHEDULE
CMU
REINFORCING
COURSES
W N U U
1 TO 6
#4 VERT. @ 48"O. C.
7 TO 10
#4 VERT. @ 24"0. C.
11 TO 12
#4 VERT. @ 8"O.C.
STEMWALLS OVER 6 COURSES TO
HAVE TRUSS TYPE HORIZ. JOINT
REINF. BETWEEN EVERY OTHER
COURSE. FILL CELLS SOLID.
TYPICAL WALL FRAMING AND ANCHORA: �E
-�([PER CONSTRUCTION SPECS.
(1)#5 CONTINUOUS, PROVIDE
CORNER BARS (TYPICAL)
12" HOOK INTO SLAB.
MONO SLAB FOOTING AT PORCHES,
WHEN SPECIFIED ON PLAN.
I . - SLAB ON GRADE,
A SEE PLAN.
vl
/iX
#4 DOWEL TO MATCH VERT.
STEMWALL REINFORCING (SEE
SCHEDULE) w/ 6 HOOK INTO
FOOTING. LAP VERT REINFORCING
d \ �� » \ 25 IF STEMWALL IS GREATER
• . ' \ THAN (3) COURSES.
/ CONT. CONCRETE FOOTING
1n11ri Y 20"w .w/(3)#4 OR (2)#5 CONT.
STEMWALL FOOTING
SCALE: 3/4" = 1'-0"
TYPICAL WALL FRAMING AND ANCHORAGE
PER CONSTRUCTION SPECS.
(1)#5 CONTINUOUS, PROVIDE_
CORNER BARS (TYPICAL)
12" HOOK INTO SLAB.--\
SLAB ON GRADE,
SEE PLAN.
8" CMU STEM WALL W/__,,Z
#4 VERTICAL DOWELS @ 24" O.C. a
\/�\ p o
90° BEND INTO FTG. �� / . D
D'
CONTINUOUS CONCRETE D a
FOOTING 3" CLEAR
TYP
10"x20"
STEMWALL AT GARAGE
SCALE: 3/4" = 1'-0"
MATCH DOOR
WIDTH, SEE ARCH.
PAVING
BY BUILDER
E. J.
MATERIAL
34„
RECESS
SLAB ON
..% GRADE,
a . 1 SEE PLAN.
12"x12"DETAIL 9B 1 #5 CONT.
THICKENED SLAB AT GARAGE
SCALE: 3/4" = 1'-0"
� TYPICAL WALL FRAMING
AND ANCHORAGE PER
CONSTRUCTION SPECS.
� 1—#5 CONT., PROVIDE SEE 7B/S1.01
CORNER BARS (TYP.)
SEE ARCH PLAN
51..
j _
, SLAB ON
� 2 � , is ----= GRADE,
_�; SEE PLAN.
Xl-`11
SHOWER PAN SLOPES TO DRAIN, SEE ARCH
PLAN. MAINTAIN 4" MIN. SLAB THICKNESS.
00
° a a. \ STEMWALL, SEE 1/S1.01
2 FOING W/ SHOWER RECESS
$1.01 (IF REQUIRED)
1" DEEP SAWCUT w/I SLAB ON GRADE,
SLAB ON ELASTOMERIC SEALANT SEE PLAN
GRADE- _ _ _d - -Z-
SEE
SEE PLAN a-
NOTES:
1) PROVIDE Sfi�WCUTS TO CREATE
APPROXIM ITE 12' X 12' MAX. SQ.
2) SAWCUT C NC. SLAB WITHIN 4 TO
12 HOURS OF CONC. PLACEMENT.
SAV CUT DETAIL
S1.01 SCALE: 3/4" = 1'-0"
CONCRETE STAND—OFF PAD TO
MATCH ARCHITECTURAL COLUMN
DIMS. FOR BOX COL. w/#3
HAIRPINS AT EA. CORNER & #3
CLOSED TIE AT TOP
PAVER OR TREK
DECKING BY
OTHERS
WALL FRAMIN
OPTIONAL
2" FLAIR
2—#5 CONT.
. t�yv
w/(2)#5 CONT.
BEARING AT INTERIOR
SCALE: 3/4" = V-0"
WOOD POST
PER PLAN.
WOOD POST 14 x ABU66 w/ -18' THREADED
PER PLAN.ROD EPDXIED w/ 6" EMBED
TYPICAL ANCHORAGE
PER CONST. SPECS. 12x12" CMU COLUMNS
PAVERS OR TREK ° w/ 2—#5 DOWEL BARS
T/PAD = HOUSE � DECKING BY
FINISH FLOOR OTHERS 7R11 IF
Fa° < a CONCRETE FOOTING\\% <.d ° a °a
aha .a 22 Ad
(SEE PLAN)�N
\�j/ � � _ •° /�� j\��%
CRETE FOOTING
E PLAN)
OPTI N 1
� OPTION 2
g PAD AT BO",'*k,,. COLUMN
S1.0 SCALE: 3/4" = 1'—
TYPICAL WALL FRAMING AND
ANCHORAGE PER
CONSTRUCTION SPECS.
8" CMU OPEN BOTTOM LINTEL
BLOCK w/ 1—#5 CONTINUOUS
SLAB ON °
4
GRADE— a 4 A 24
SEE PLAN
d
w °
3" CLEAR
TYP
10"x20"
w/ 2-#5 CONT.
GARAGE STEM WALL
SLAB ON
GRADE,
SEE PLAN.
(IF REQUIRED)
S-
PI
SOLE PLATE ANCHOR,
SEE 5/S2.0
8" CMU STEM WALL W/
#4 VERTICAL DOWELS @ 24" O.C.
90' BEND INTO FTG.
CONTINUOUS CONCRETE
FOOTING
STEP, SEE
ARCH. A .. T
(4" MAX.) EQUAL TO SLAB
THICKNESS.
7B @ SLAB RECESS
SLAB ON
GRADE,
SEE PLAN.
MONO. FOOTING AT STEP-DOWN
SCALE: 3/4" = 1'-0"
10.17.18
Christopher J Sabourin PE
F L P E#71461
PLAN NAME
ASPLUNDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
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 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
SHEET
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10.17.18
Christopher J Sabourin PE
F L P E#71461
PLAN NAME
ASPLUNDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
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 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
SHEET
sle 01
SHEET 40F 13
6x6 P.T SYP#2
W/ABU66. (TYPICAL)
(2 PLACE
STRAP BEAM
EACH END w/
1-MSTA24
tV)
POST TO MATCH POST
FROM ABOVE. PROVIDE OLID
BLOCKING WITHIN FLOOR
SYSTEM
(2)2x10-1/1
' O O
o o I
13/4, "X% 1/4 " LSL STUDS
FULL HEIGHT WALL T.O.W.=25'-0"
MITER op SEE S3.1. 3-1
GLASS BY
OTHERS 5 --
0
FASTEN TDP OF WAL TO
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OPENING ;1 0 16" O.C.
V) C5 Is I -A — _L 1 1-1
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8/S2.0.
-------------- 2x6 S UDS @ I
USS FT12
STRAP I I (2)2x6 SPF#2
HEADER PER POST.
8/S2.0. I
TRUSS F8
(2)2x12-2/2
I )2x4 SPF#2
i \OST. STRAP
o I PROVIDE MIN u a HEADER PER
x 1 (2)INTERMEDIATEx 8/S2.0.
N JACK STUDS. �-
I
i
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� I
N
N
x
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^
SEE DETAIL 1 !
5/S2.1
!
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N I
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x
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1
SEE DETAIL F_
-
4/S2.1 1
i !
!
L4 --J
PROVIDE MIN
(2)INTERMEDIATE
JACK STUDS.
(3)2x10-1 /3
SW: 3/6
((2)2x10-1 /1 (2)2x10-1 /2
r STRAP BEAM
*C,4 EACH END w/
3-MSTA24
cn
3—PLY 12" LVL— L /3
PROVIDE MIN
(2)INTERMEDIATE
JACK STUDS.
cn
(2)2x10-1 /1
FASTEN TOP OF
WALL PER
11 /S2.0.
�Y \l/
PLY 14" LVL -2/2 C,3—PLY 14" LVL—L,3/2j{3)2x12-1 /3
4.5
1
PROVIDE MIN i PROVIDE MIN PROVIDE MIN
(3)INTERMEDIATE (3)INTERMEDIATE (2)INTERMEDIATE
JACK STUDS. JACK STUDS. JACK STUDS.
STRAP
HEADER PER -
8/S2.0.
2-PLYI 16" LVL
6x6 P.T SYP#2
W/ABU66. (TYPICAL)
(2 PLACES)
2 -PLY 16" LVL
STRAP BEAM
---EACH END w/
2-MSTA24
2 -PLY 16" LVL
STRAP BEAM
EACH END w/
2-MSTA24
(3)2x8-1/1
I
00
x
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u
DESIGNATES 3f6" OSB SHEARWALL. THE
HIDDEN LINE DESIGNATES SIDE OF
WALL THE SHEARWALL SHEATHING TO
BE APPLIED. 8d 0 3/6 DESIGNATES 8d
COMMONS 0 3" O.C. EDGE & 6" O.C.
"IN THE FIELD"
o
U
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---------
N
(2)2x8-1/2
DESIGNATES THE NUMBER OF PLY'S OF
HEADER, HEADER SIZE, & JACK/KING
STUDS NEEDED FOR HEADER OPENING.
--�-
BEAM OR TRUSS, SEE PLAN
N
�O•�. STATE OF
N
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FL PE#71461
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U)
FIRST LEVEL WALL FRAMING PLAN
SCALE: 1/4" = 1'-0"
(2)2x10-1 /1
I
I
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PROVIDE MIN
r-
(2)INTERMEDIATE o0
i JACK STUDS.
N
I
I
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SW: 3/6
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N
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x
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00
x
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SYMBOLS LEGEND
ANCHOR LEGEND
INTERIOR BEARING WALL.
z
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DESIGNATES 3f6" OSB SHEARWALL. THE
HIDDEN LINE DESIGNATES SIDE OF
WALL THE SHEARWALL SHEATHING TO
BE APPLIED. 8d 0 3/6 DESIGNATES 8d
COMMONS 0 3" O.C. EDGE & 6" O.C.
"IN THE FIELD"
o
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---------
SW: 3/6
(2)2x8-1/2
DESIGNATES THE NUMBER OF PLY'S OF
HEADER, HEADER SIZE, & JACK/KING
STUDS NEEDED FOR HEADER OPENING.
--�-
BEAM OR TRUSS, SEE PLAN
ANCHOR LEGEND
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THREADED ROD, SEE DETAIL 1/S2.2
N
�O•�. STATE OF
Y2" A307 DIAMETER THREADED ROD
TERMINATES AT FIRST FLOOR TOP
uo
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" A307 DIAMETER THREADED ROD
W
TERMINATES AT FIRST FLOOR TOP
PLATE, SEE DETAIL 1/S2.2
x
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ANCHOR LEGEND
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THREADED ROD, SEE DETAIL 1/S2.2
�i��
`\�� ,`�Q , • • • • ��
.����.•''•\C•E NSF'.
V �• •
" A307 DIAMETER FULL HEIGHT
X5
THREADED ROD, SEE DETAIL 1/S2.2
N
�O•�. STATE OF
Y2" A307 DIAMETER THREADED ROD
TERMINATES AT FIRST FLOOR TOP
PLATE, SEE DETAIL 1/S2.2
:�� p •• F4 0 R O p.•.••�� `��`
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PLATE, SEE DETAIL 1/S2.2
--
//1111111 0
10.17.18
SIMPSON HTT5 SEE DETAIL 7/S2.0
Christopher j S a b o u r i n P E
FL PE#71461
SIMPSON DTT2Z SEE DETAIL 7/S2.0
SIMPSON LTT20B SEE DETAIL 7/S2.0
WALL STUD SCHEDULE
LOCATION PLATE STUD SIZE
HEIGHT & SPACING
EXTERIOR 9
'-1" 2x4 SPF#2 0 16" O.C.
MAX
EXTERIOR 10'-1 2x6 SPF#2 0 16" O.C. or
MAX 2x4 SPF#2 0 12" O.C.
EXTERIOR 10-1 "TO 2x6 SPF#2 0 16" O.C.
14'-0
INTERIOR 10'-0" 2x4 SPF#2 0 16" O.G.
MAX
INTERIOR 12'-0" 2x6 SPF#2 0 16" O.C. or
MAX 2x4 SPF#2 0 12" O.C.
ffm molm
1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE
2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN.
CONTRACTOR MAY INCREASE STUD SIZE TO MEET
ARCHITECTURAL REQUIREMENTS.
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 6/S2.0 FOR ADDITIONAL ANCHORS AT
SHEARWALLS
GENERAL NOTES
1. SEE DETAIL 1/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 BEAM/GIRDER
PLIES.
2. SEE SHEET SO.0 FOR ROOF AND FLOOR
SHEATHING SPECIFICATIONS.
3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE
PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES
TOGETHER PER DETAIL 2/S2.0
4. INSTALL SOLE PLATE ANCHORS PER DETAIL
6/S2.0
5. FOR ATTACHMENT OF EXTERIOR WALLS THAT
TERMINATE BETWEEN TRUSSES, SEE 11/S2.0
PLAN NAME
ASPLUNDH
SSE No.
ASPL-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS I 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 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.
FIRST
LEVEL
WALL
FRAMING
PLAN
SHEET
SHEET 50F 13
ALL TRUSS PLATES ARE ALPINE PLATES
ALPINE WAVE PLATE APPROVAL # 1999.3
ALPINE HS PLATE APPROVAL # 1999.2
HANGERS ON JOB ARE AS FOLLOWS
UNLESS NOTED OTHERWISE
APPLICATION PART # APPROVAL #
1 --PLY TRUSS HTU26 FL10655.8
FLOOR TRUSS THA426 FL10447.6
2 -PLY TRUSS HGUS262 FL10655.1
HIP JACK + JACK THJA26 FL10861.6
U, BALLOON FRAME WALL
2
S2.1
i
B27
(2)NITS12
B28
N
SIMPSON
LGT2
--FT1 2 -PLY'
(2)HTS16--,
24" OC
FT1
SIMPSON
LGT2
(2)HTS16
n
ii1l� i'"'ii'
(2)MSTA24
SIMPSON
LGT2
II F8
millmillullmolm
(2)MTS12
1
S2.1
2X12 BLOCKING
SEE DETAIL
2/S2.1
ICJ39
-'f
w
1CJ40
i
ICJ41
f
I
ICJ42
I
ICJ43
I
--------- ---may
cv vim'
�- --D
2 U U U U U
S2.1
2x12 BLOCKING 2x4 SYP#2x9' LONG
SEE DETAIL FASCIA. FASTEN TO
2/S2.1 TRUSS w/ 4-0.131x3
TOENAILS (TYP)
TRW BACK TRUSS AS CJ43
NEEDED FOR HJ39 /
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
O�
SEE DETAIL
2 2/S2.1
• E
LGT3
0
d-rn
V1�U icy'
�-
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w �
U
�11r1l��MY
II
.,,
ME
2
S2.1
i
B27
(2)NITS12
B28
N
SIMPSON
LGT2
--FT1 2 -PLY'
(2)HTS16--,
24" OC
FT1
SIMPSON
LGT2
(2)HTS16
n
ii1l� i'"'ii'
(2)MSTA24
SIMPSON
LGT2
II F8
millmillullmolm
(2)MTS12
1
S2.1
2X12 BLOCKING
SEE DETAIL
2/S2.1
ICJ39
-'f
w
1CJ40
i
ICJ41
f
I
ICJ42
I
ICJ43
I
--------- ---may
cv vim'
�- --D
2 U U U U U
S2.1
2x12 BLOCKING 2x4 SYP#2x9' LONG
SEE DETAIL FASCIA. FASTEN TO
2/S2.1 TRUSS w/ 4-0.131x3
TOENAILS (TYP)
TRW BACK TRUSS AS CJ43
NEEDED FOR HJ39 /
(2)2X1 BLOCKING BELOW SIMPSO
WALL A�OVE, ATTACH LGT
TO TRU, S PER 6/S2.1
OSB BLOCKING
PANEL SEE
DETAIL 11 /S2.0
(ALT E)
CJ43
n
EJ3
0
J
U U U
IMPORTANT STRAPPING NOTES:
• STRAP ROOF TRUSSES TO
WOOD FRAMING w/1-H2.5T
(U.0.N.)
I
2x4 SYP#2x9' LONG
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
O�
SEE DETAIL
2 2/S2.1
SIMPSON s2.1 0-)
LGT3
0
d-rn
V1�U icy'
�-
N
w �
U
II
(2)2X1 BLOCKING BELOW SIMPSO
WALL A�OVE, ATTACH LGT
TO TRU, S PER 6/S2.1
OSB BLOCKING
PANEL SEE
DETAIL 11 /S2.0
(ALT E)
CJ43
n
EJ3
0
J
U U U
IMPORTANT STRAPPING NOTES:
• STRAP ROOF TRUSSES TO
WOOD FRAMING w/1-H2.5T
(U.0.N.)
I
2x4 SYP#2x9' LONG
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
2x12 BLOCKING TOENAILS (TYP)
SEE DETAIL
2 2/S2.1
SIMPSON s2.1 0-)
LGT3
LGT2--�--s�--------�_-��`
d-rn
V1�U icy'
O aU
w �
U
ICJ43
N1
I
'CJ42
I
ICJ41
I
i
ICJ40
\
U
I
N
Z
ICJ39
Q
N
-D
J
Q
I
N
co
CVN
LN
if
In
24 »oc
Q
Q
Q
Q
Q
2x6 VERTICAL BEARING
BLOCK. FASTEN TO TRUSS
EJ33
/-w/ 12-0.131x3 EA.
SIDE OF TRUSS.
2
52.1
11 11 11 1 li 11
i" OSB SOFFIT AT BOTTOM
CHORD OF TRUSS FASTEN
w/8d Q 6" 0. C.
2X12 BLOCKING
SEE DETAIL
2/S2.1
(2)gTS12
C29
C30
C29
C31
LGT
Mir IMILILli.."I
CJ391
I
CJ401
I
I
CJ411
I
CJ421
I
CJ431
2x4 SYP#2x9' LONG I
FASCIA. FASTEN TO �L __N __________
TRUSS w/ 4-0.131x3 "� 0 0
TOENAILS (TYP)
U U U U U
ND FLOOR TRUSS PLACEMENT PLAN
ALE: 1/4$l = 1'- 0"
KI
A
2X12 BLOCKING
SEE DETAIL
2/S2.1
(2)MTS12
SYMBOLS LEGEND
H2.5T DESIGNATES UPLIFT CONNECTION.
FRAMING PLAN NOTES:
1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE
SHEET S0.0.
2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN.
(1)H2.5T CONNECTOR.
3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET S0.0.
4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR
MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT
w/QT PER MANUFACTURER'S SPECIFICATIONS.
5. WHEN USING (2)H2.5T CLIPS ON 1'/2„ WIDE LUMBER,
PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE
FROM EACH OTHER.
10.17.18
Christopher ) Sabourin PE
EL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
ASPL-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
CJ39
� I
w f
1CJ40
I
ICJ 41 FIELD ALTERATION
CONTRACTOR SHALL CONTACT
ICJ 4 2 CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
CJ43 FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
---- ----------J
0 0 yv� DO NOT SCALING
SCALE DIMENSIONS FROM
2 -� THESE DRAWINGS. IF A DIMENSION IS
S2.1 U U U U U UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
2x4 SYP#2x9' LONG
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
TOENAILS (TYP) 2ND FLOOR
TRUSS
PLACEMENT
PLAN
SHEET
0 Fli y F 0
S102
SHEET 6 of 13
mo
+o
v � m'
d-rn
V1�U icy'
O aU
w �
U
10.17.18
Christopher ) Sabourin PE
EL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
ASPL-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
CJ39
� I
w f
1CJ40
I
ICJ 41 FIELD ALTERATION
CONTRACTOR SHALL CONTACT
ICJ 4 2 CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
CJ43 FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
---- ----------J
0 0 yv� DO NOT SCALING
SCALE DIMENSIONS FROM
2 -� THESE DRAWINGS. IF A DIMENSION IS
S2.1 U U U U U UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
2x4 SYP#2x9' LONG
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
TOENAILS (TYP) 2ND FLOOR
TRUSS
PLACEMENT
PLAN
SHEET
0 Fli y F 0
S102
SHEET 6 of 13
13/4"X71/4" LSL @12"
2 -PLY 12" LVL
CANTILEVER BEAM O.C. STUDS
FULL HEIGHT WALL
SEE 2/S3.0 T.O.W.=25'-0" 1
co
SEE S3.0. S3.1 i
MITER i
GLASS SEE
DETAIL S3.0
5
2 -PLY 12" LVL I
CANTILEVER BEAM SEE 2-A35 I I
1 1 1 1 1
1/S3.o I i
ANGLE,
1
act
13/4„X71/4" LSL ® 12"V)
O.C. STUDS
FULL HEIGHT WALL-/
T. 0. W. = 25'- 0" -
SEE S3.0.
STRAP BEAM
EACH END w/-,
2- M STA24
i l l i I Q N
I 1 I I o 0 cn
I I I 1 I
1 4 1 I 1 I \
1 f 1
--------------------- --------------------- I5 w
N I
--------------------- 3: O
--------------------- I .. H J
NALL
----------- -- U LL HEIGHT ---------------------
p 0
.O.W.=25 -0 I--------------------- --------------------
�--------------------- Z------------------- I--
L2) =X6-1 I
TRAP WALL TO
AM BELOW 4//S2.2
CS18
O"I
�cl)
� I
� N N
\ I
N <o ( i
x _t x
Q m ,^
ry
75;
v
CD CS18 I
6x6 P.T SYP#2 _
STRAP TO POST-/
BELOW w/ 2--CS18.
STRAP BEAM
EACH END w/
2-MSTA24
(2)2x6 SPF#2
POST.
N
N
((-3)-2X70-71/1 (3)2x10-1 /1 C(3)2=-1
STRAP WALL TO
BEAM BELOW 3/S2.2
(2 2x-,10-1/1 (2)2x6-1 /1
(2 CS18
i 0 i I ° 0 I
I
I
i
I
(
I
i I OV)
=:LvI � �
J N
I Q
I O
CS18 ®I BOTTOM OF I ---I
STUD W� ERE NOTED. Q m
SEE DET SIL AT BOTTOM i r
RIGHT OF PAGE. f cf) Q
Lu
I m
I
i
I
PROVIDE MIN (2)INTERMEDIATE I
JACK STUDS. I
1
i
r I (2)CS18
/1 (3)2x10-1 /1 (3)2x10-1 /1
N
O TRAP WALL TO
I+'�-1 BEM BELOW 3/S2.2
Q
0
W
�m
SECOND LEVEL WALL FRAMING LAN
SCALE: 1/4" = 1'-0" I
SHEATH WALL THRU LOW
ROOF TO BOTTOM CHORD
OF GIRDER. OVERLAP
FLOOR SYSTEM 12" MIN.
SYMBOLS LEGES ND
INTERIOR BEARING WALL.
-- DESIGNATES 46" OSB SHEARWALL. THE
-------- HIDDEN LINE DESIGNATES SIDE OF
WALL THE SHEARWALL SHEATHING TO
SW: 3/6 BE APPLIED. 8d 0 3/6 DESIGNATES 8d
COMMONS CSD 3" O.C. EDGE & 6" O.C.
"IN THE FIELD"
DESIGNATES THE NUMBER OF PLY'S OF
2)2x8_1/2 HEADER, HEADER SIZE, & JACK/KING
STUDS NEEDED FOR HEADER OPENING.
BEAM OR TRUSS, SEE PLAN
ANCHOR LEGEND
z �a o
»
,aw oC7
cl � z
W NU U
ZN U
�� C
�HU CR
� j o rn ccn
cq
U
X- A307 DIAMETER FULL HEIGHT
ROD, SEE DETAIL 1/S2.2
t ,f
�Q�ER S �i
THREADED
0
••.,
A307 DIAMETER FULL HEIGHTX5
6 • ';
THREADED ROD, SEE DETAIL 1/S2.2
-.a'. VSTA
N' A307 DIAMETER THREADED ROD
TERMINATES AT FIRST FLOOR TOP
PLATE, SEE DETAIL 1/S2.2
r//,�i� S`S�� ......
A�-�\,���\`\
11 N ��
//Ill
" A307 DIAMETER
(95 TERMINATES AT FI RSTHREAD D OPROD
PLATE, SEE DETAIL 1/S2.2
w
ItIItitt��
SIMPSON HTT5 SEE DETAIL 7/S2.0 C f
SIMPSON DTT2Z SEE DETAIL 7/S2.0
SIMPSON LTT20B SEE DETAIL 7/S2.0
WALL STUD SCHEDULE
PLATE STUD SIZE
LOCATION HEIGHT & SPACING
EXTERIOR 9'-1" 2x4 SPF#2 0 16" O.C.
MAX
EXTERIOR 10'--1 2x6 SPF#2 0 16" O.C. -QL
MAX 2x4 SPF#2 0 12" O.C.
EXTERIOR 10'-1 "TO 2x6 SPF#2 0 16" O.C.
14'-0
INTERIOR 10'-0" 2x4 SPF#2 0 16" O.C.
MAX
12'-0"2x6 SPF#2 0 16" O.C. or
INTERIOR MAX 2x4 SPF#2 0 12" O.C.
sm moym
1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE
2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN.
CONTRACTOR MAY INCREASE STUD SIZE TO MEET
ARCHITECTURAL REQUIREMENTS.
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 6/S2.0 FOR ADDITIONAL ANCHORS AT
SHEARWALLS
GENERAL NOTES
1. SEE DETAIL 1/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 BEAM/GIRDER
PLIES.
2. SEE SHEET SO.0 FOR ROOF AND FLOOR
SHEATHING SPECIFICATIONS.
3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE
PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES
TOGETHER PER DETAIL 2/S2.0
4. INSTALL SOLE PLATE ANCHORS PER DETAIL
6/52.0
5. FOR ATTACHMENT OF EXTERIOR WALLS THAT
TERMINATE BETWEEN TRUSSES, SEE 11/S2.0
CS18 STRAPPING DETAIL
CS18 STRAP w/ 10"
END LENGTH. FASTEN
THIS END w/ 9-10d.
WALL FRAMING w C.D
z
oUS
r -
NO NAILS REQUIRED
FLOOR IN CLEAR SPAN
TRUSSES
OR JOIST.
2iE
WALL FRAMING ``' z
o
CS18 STRAP w/ 10"
END LENGTH. FASTEN
THIS END w/ 9-10d.
OFFICE CC-,PvY
10.1 .1
topper j Sabouri
FL PE#71461
PLAN NAME
ASPLLINDH
SSE No.
ASPL-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS I DATE
x
0
w
Zz
w
w
zE--4
m
�"
�
a
U
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P4
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cn
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 FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R
SECOND
LEVEL
WALL
FRAMING
PLAN
SHEET
51.3
SHEET 70F 13
2X12 BLOCKING
SEE DETAIL
2/S2.1
In d- tom? N O
CJ75
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I N
U U UU U U
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2x6 OVERFRAME
RAFTERS @ 24" O.C.
w/ OVERFRAME LEDGER
SEE 8/S2.1
1 -PLY TRUSS
HTU26
ROOF TRUSS PLACEMENT ELAN
SCALE: 1/4" = 1'--0"
2X12 BLOCKING
SEE DETAIL
2/S2.1
O N d- LO
CJ75
I
j CJ74
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CJ73
2x4 SYP#2x9' LONG
IWJ72 FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
VJ70 TOENAILS (TYP)
-v n
ICJ70
jCJ72
i
I
ICJ73
}
CJ74
i
I
ICJ75
U U U U ��
2X12 BLOCKING
SEE DETAIL
2/S2.1
IMPORTANT STRAPPING NOTES:
• STRAP ROOF TRUSSES TO
WOOD FRAMING w/1—H2.5T
(U.O.N.)
APPROVAL #
FL106 55.8
SYMBOLS LEGEND
H2.5T DESIGNATES UPLIFT CONNECTION,
FRAMING PLAN NOTES:
1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE
SHEET SO.0.
2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN.
(1)H2.5T CONNECTOR.
3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.O.
4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR
MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT
w/QT PER MANUFACTURER'S SPECIFICATIONS.
5. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER,
PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE
FROM EACH OTHER.
OFFICE CrvY
,�`����OQ�ER �• S'�9
4� •'••�.��•E NSF•'• G
* N71 1
STA 0
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/0, P4 0 Rtio.
G;
111;,0Sl0NAL�����,.
I I I I00
10.17.18
Christopher J Sabourin P E
FL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
AS P L -I8-0151
ISSUE DATE
PERMIT 10.17.18
I REVISIONS I DATE I
x
0
w
Z u
Z CO
91.4
E--4 cn
u 4e��
RS
H
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.
ROOF
TRUSS
PLACEMENT
PLAN
SHEET
S104
SHEET 80F 13
II 11 '\ I 111v�:-J66
2x8 SYP#2 LEDGER.
oo
FASTEN w/ 7--1Od I
COMMONS @ 16" EJ 6 }ii
CJ7 (2 1
O.C. ,
} CJ73
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2
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1
CHORD OF TRUSS FASTEN
w/8d @ 6 21
0. C.
2x4 SYP#2x9' LONG
FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
TOENAILS TYP
ALL TRUSS PLATES ARE ALPINE
PI ATES
ALP INE WAVE PLATE APPROVAL#'�1999.3
ALPINE HS PLATE APPROVAL # 19199.2
HANGERS ON JOB ARE AS FOLLOWS
UNLESS NOTED OTHERWISE
APPLICATION PART #
1 -PLY TRUSS
HTU26
ROOF TRUSS PLACEMENT ELAN
SCALE: 1/4" = 1'--0"
2X12 BLOCKING
SEE DETAIL
2/S2.1
O N d- LO
CJ75
I
j CJ74
}
CJ73
2x4 SYP#2x9' LONG
IWJ72 FASCIA. FASTEN TO
TRUSS w/ 4-0.131x3
VJ70 TOENAILS (TYP)
-v n
ICJ70
jCJ72
i
I
ICJ73
}
CJ74
i
I
ICJ75
U U U U ��
2X12 BLOCKING
SEE DETAIL
2/S2.1
IMPORTANT STRAPPING NOTES:
• STRAP ROOF TRUSSES TO
WOOD FRAMING w/1—H2.5T
(U.O.N.)
APPROVAL #
FL106 55.8
SYMBOLS LEGEND
H2.5T DESIGNATES UPLIFT CONNECTION,
FRAMING PLAN NOTES:
1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE
SHEET SO.0.
2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN.
(1)H2.5T CONNECTOR.
3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.O.
4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR
MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT
w/QT PER MANUFACTURER'S SPECIFICATIONS.
5. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER,
PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE
FROM EACH OTHER.
OFFICE CrvY
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10.17.18
Christopher J Sabourin P E
FL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
AS P L -I8-0151
ISSUE DATE
PERMIT 10.17.18
I REVISIONS I DATE I
x
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91.4
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RS
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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.
ROOF
TRUSS
PLACEMENT
PLAN
SHEET
S104
SHEET 80F 13
TYPICAL HEADER NAILING
0.131X3" TOE NAILS
TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS
2x10, 2x12 = (7) NAILS
0.131x3" END NAILS: 9" LVL, 11" LVL = (7) NAILS
(2) 0 2x4, 14" LVL, 16" LVL = (9) NAILS
(3) 0 2x6,
(4) ® 2x8.
FULL HEIGHT ANCHOR 66I X.
EITHER SIDE OF PLATE
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
0 12" O.C.
TYPICAL SOLS
PLATE NAILb&'
0.131x3" TOE NAILS:
(3) 0 2x4,
(4) @ 2x6,
5) 0 2x8.
PT. SPF#2
SOLE PLATE -\
to •�A LVA
[HEA:DER
ER MAY CHOOSE EITHER THE DROPPED
CONDITION OR RAISED HEADER CONDITION
TYPICAL LAP SPLICE:
(12) 0.131 "Ox3"
SYP#2 '
HEADER I .n"•..t►I
SYP#2 DBL. ,
TOP PLATE PER PLAN
ANCHOR
I fit I
SHEARWALLS
SPACING
A
MBEDMENT EDGE
DEPTH DISTANCE
A
RAISED
HEADER
24"
FULL HEIGHT
ANCHOR,
PLAN FOR
AND LOCATION
SEE
SIZE
)["OW TITEN HD
42"
24"
3x3x0.229"
4)r 2-"
ARCHTr
ED
TRANSOM
OPTION
SEE RIGHT
WINDOW SILL SEE
SCHEDULE 3/S2.0
FOR SILL SIZE AND
CONNECTION EACH
END
°
B
F
E
S
P
A
A
DROPPED
HEADER
SYP#2 HEADER,
PER PLANS
WINDOW SILL SEE
SCHEDULE 3/S2.0
FOR SILL SIZE AND
CONNECTION EACH
END
E
III
BEAMS
2x6 MEMBERS:
ROUGH OPN'G, SEE ARCH.
BRACING WHERE NOTED ON TRUSS
BLOCKING
FOUNDATION SEE PLAN
WALL FRAMING AT
TYPICAL TOP PLATE N ILA-ING:
FASTEN ALL TOP PLATES
TOGETHER w/ (3) ROWS
OF .131x3 0 12" O.C. STAGGARD.
IYt /'t^. IYfll\. Uf'%Wl r LL
FROM SOLE
PLATE BREAK
SOLE PLATE ANCHOR
I& HOLD DOWN.
3x3xY4" SLOTTED
2!4" WASHER PUSHED
TO OUTSIDE BUTT JOINT
ix3xA" SLOTTED FACE OF WALL.
VASHER PUSHED
0 OUTSIDE
'ACE OF WALL.
PLAN VIEW
Y2" THREADED ROD 12 1Ys"
EPDXIED 4" OR X"Ox6" PT. SYP#2 MAX. MIN.
SILL PLATE.
SIMPSON TITEN HD.
SOL E PLATE BREAK
SECTION VIEW
SOLE PLATE ANCHOR SCHEDULE
ANCHOR
I fit I
SHEARWALLS
SPACING
WASHER
SPEC.
MBEDMENT EDGE
DEPTH DISTANCE
)!rO EPDXY
42"
24"
FULL HEIGHT
ANCHOR,
PLAN FOR
AND LOCATION
SEE
SIZE
)["OW TITEN HD
42"
24"
3x3x0.229"
4)r 2-"
01
°
B
F
E
S
P
A
A
DROPPED
HEADER
SYP#2 HEADER,
PER PLANS
WINDOW SILL SEE
SCHEDULE 3/S2.0
FOR SILL SIZE AND
CONNECTION EACH
END
EA. SIDE.
& 3 PLY
BEAMS
2x6 MEMBERS:
ROUGH OPN'G, SEE ARCH.
BRACING WHERE NOTED ON TRUSS
BLOCKING
(2) ROW OF 10d
TOP &BOT.
MFR. SHOP DRAWINGS. THE
4 PLY
BEAM.
NAILS 0 4" O.C.
STAGGERED
t N
lot
(2) ROWS 5/8"0 HEX
HEAD THRU BOLTS
w/ HEX NUTS &
WASHERS @ 24" O.C.
NOTES:
1. TYP. CONNECTION AT STUD
COLUMNS, JACK -TO -KING
$ '/2' WALL FRAMING AT
....1 r.....r..-e. . „- • e�e-r� nr�►lnlTflA1
IYt /'t^. IYfll\. Uf'%Wl r LL
FROM SOLE
PLATE BREAK
SOLE PLATE ANCHOR
I& HOLD DOWN.
3x3xY4" SLOTTED
2!4" WASHER PUSHED
TO OUTSIDE BUTT JOINT
ix3xA" SLOTTED FACE OF WALL.
VASHER PUSHED
0 OUTSIDE
'ACE OF WALL.
PLAN VIEW
Y2" THREADED ROD 12 1Ys"
EPDXIED 4" OR X"Ox6" PT. SYP#2 MAX. MIN.
SILL PLATE.
SIMPSON TITEN HD.
SOL E PLATE BREAK
SECTION VIEW
SOLE PLATE ANCHOR SCHEDULE
ANCHOR
EXT. WALL
SPACING
SHEARWALLS
SPACING
WASHER
SPEC.
MBEDMENT EDGE
DEPTH DISTANCE
)!rO EPDXY
42"
24"
3x3xO.229"
4" 2-Y"
)["OW TITEN HD
42"
24"
3x3x0.229"
4)r 2-"
NOTES:
1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO
CORNERS AND PLATE BREAKS AND KING STUDS.
2. WASHERS SHALL BE SLOTTED.
3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X'/8" W/ 1'/2"o ROUND
STEEL WASHER MAY BE USED.
SOLE PLATE ANCHOR DETAIL Ft SCHEDULE
SCALE: 374" = 1'-0"
MULTIPLE BRACED TRUSSES, AS
INDICATED IN TRUSS SPECIFICATIONS.
�(1)DIAGONAL BRACE PER
(4) TRUSSES APPLIED
TO BACKSIDE OF WEB.
CONTINUOUS LATERAL BRACING, SEE
TRUSS SHOP DRAWING FOR QTY. AND
LOCATION. IF MORE THAN (1) LATERAL
BRACE IS NEEDED, OVERLAP BRACE AS
SHOWN.
PERMANENT TRUSS BRACING
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 IS 6" O.C. MAX.-
(UON).
RCHED TRANSOM OPTION:
SPF DIAGONAL BLOCKING
kSTENED w/ 3-0.131"x3"
4. END TYPICAL.
lEATHING MAY EXTEND 2"
AST BLOCKING- WINDOW
TTACHMENTS MUST
NCHOR INTO 2x MATERIAL.
JACK AND
KING STUDS,
SEE PLAN
"0 x 6" LG (MIN
34" EMBED.)
THREADED ROD
ANCHOR DRILLED &
EPDXY w/2"O x
PLATE WASHER,
SEE SCHEDULE BELOW
RATED SHEATHG
SEE GENERAL N��i'Es.
. . .. .11!1.
ROOF
TRUSSES, OR
FLOOR JOISTS.
6 ROOF AND FLOOR SHEATHING (AILING
Z.0 SCALE: 3/4" = 1'-0"
PERMANENT TRUSS BRACING
NOTES AND SPECIFICATIONS
1.)ALL BRACING LUMBER SHOWN,
2x4
OR 2x6
4 6'-4"
2 PLY
BEAM.
3 PLY BEAM.
1 ��� „ 11/2"
(3) ROW OF 1 O
° NAILS ® 8" O.C.-\
STAGGERED ° ,
SPF#2 OR BETTER. (LION)
SINGLE BRACED TRUSS, AS
(3) ROWS 16d
COMMON WIRE
AT 12" O.C.
INDICATED IN TRUSS SPECIFICATIONS.
N
2x4 MEMBERS:
°
"'
(2) ROWS 16d
COMMON WIRE
AT 12" O.C.
i
�", r"
EA. SIDE.
°
(1) ROW OF 1 Od
NAILS @ 6" O.C.
STAGGERED
°
cD
EA. SIDE.
& 3 PLY
BEAMS
2x6 MEMBERS:
ROUGH OPN'G, SEE ARCH.
BRACING WHERE NOTED ON TRUSS
BLOCKING
(2) ROW OF 10d
TOP &BOT.
MFR. SHOP DRAWINGS. THE
4 PLY
BEAM.
NAILS 0 4" O.C.
STAGGERED
t N
(2) ROWS 5/8"0 HEX
HEAD THRU BOLTS
w/ HEX NUTS &
WASHERS @ 24" O.C.
NOTES:
1. TYP. CONNECTION AT STUD
COLUMNS, JACK -TO -KING
COMMON.
II
SYP#3 OR BETTER BOTTOM
ASSEMBLIES, CORNER POST, ETC.
jI
2• SPECIFIED NAILING REQUIRED FOR
CONT. AT
FRAMING
}--PLY BEAR
EVERY PLY IN ADDITION TO (2) PLYS
TO TRUSS BOTTOM CHORDS AND
BUILT-UP MEMBER FASTENING
RATED SHEATHG
SEE GENERAL N��i'Es.
. . .. .11!1.
ROOF
TRUSSES, OR
FLOOR JOISTS.
6 ROOF AND FLOOR SHEATHING (AILING
Z.0 SCALE: 3/4" = 1'-0"
SIMPSON HTT5 OR
HDU5. FASTEN
26-10d COMONS
SEE DETAIL 5/S0.1 FOR
DIAPHRAGM ATTACH
WHERE APPLICABLE
FF I
ff II
i----------
Ia---
II I►
UIN 9 PLY
EADED
OXIED
J
ROUGH DROPPED HEAD MINIMUM END
OPENING OR SILL PLATES FASTENER EACH END
PERMANENT TRUSS BRACING
NOTES AND SPECIFICATIONS
1.)ALL BRACING LUMBER SHOWN,
(1)2x4 SPF #2
EXEPT FOR T -BRACE SHALL BE
4 6'-4"
1x4 SYP#3 OR BETTER OR 2x4
(5)12d TOE NAILS
SPF#2 OR BETTER. (LION)
SINGLE BRACED TRUSS, AS
2.)BRACING LUMBER SHALL
INDICATED IN TRUSS SPECIFICATIONS.
INTERSECT THE WEB OF THE
(1)A35 + (4)12d TOE NAILS
BRACED TRUSS, PER DELEGATED
PLATES SEE
KING & JACK
PLATE w/ (2) ROWS
TRUSS ENGINEER.
cn
cD
TRUSS WEBS WIT
3.)PERMANENT PERMANENT
ROUGH OPN'G, SEE ARCH.
BRACING WHERE NOTED ON TRUSS
BLOCKING
�)
TOP &BOT.
MFR. SHOP DRAWINGS. THE
1,I
CONTRACTOR SHALL PROVIDE 1x4
KING &
COMMON.
II
SYP#3 OR BETTER BOTTOM
JACKS -/SHEATHING
POR PLAN
jI
CHORD BRACING PERPENDICULAR
CONT. AT
FRAMING
A
TO TRUSS BOTTOM CHORDS AND
SIMPSON LTP4 ON
ATTACHED TO EACH TRUS WITH
JOINGIRTT,
INSIDE FACE, IF NO
2x SPF RIPPED
2-8d COMMON NAILS. AT GABLE
JACK STUD
TO FIT ARCH.
rI
BEAM BETWEEN WINDOWS
END WALLS PROVIDE DIAGONALS
IN TWO STORY FRAMING
rl
1`3�
AT END WALLS PROVIDE
O.C. FASTENED TO TOP
4-0.131x3"
SW -2
SHEARWALL.
DIAGONALS (APPROXIMATELY 45%)
SHEARWALL OR
TO THE ADJACENT EXTERIOR
COMMOPLATE N.
PERPENDICULAR WALL BETWEEN
EXTERIOR WALL
EACH LINE OF BRACING TO FORM
T -BRACE FASTENED TO
A ZIGZAG PATTERN ALL
WEB w/ 10d CSD 6"O.C.
CONSTRUCTED OF THE SAME
(AS REQUIRED IN TRUSS
BRACING MATERIAL. THIS
REQUIRMENT IS NOT NECESSARY
ENGIEERINS
AT HIP ROOFS. ALSO ALONG
EXTERIOR WALLS PARALLEL TO
BOTTOM CHORD BRACING PROVIDE
DIAGONALS IN THE END SPACE
BETWEEN THE WALL AND THE
FIRST LINE OF BOTTOM CHORD
BRACING AT A MAXIMUM SPACING
OF 20 FEET.
SIMPSON HTT5 OR
HDU5. FASTEN
26-10d COMONS
SEE DETAIL 5/S0.1 FOR
DIAPHRAGM ATTACH
WHERE APPLICABLE
FF I
ff II
i----------
Ia---
II I►
UIN 9 PLY
EADED
OXIED
J
ROUGH DROPPED HEAD MINIMUM END
OPENING OR SILL PLATES FASTENER EACH END
4 4'-4"
(1)2x4 SPF #2
(4)12d TOE NAILS
4 6'-4"
(2)2x4 SPF #2
(5)12d TOE NAILS
4 8'-4"
(3)2x4 SYP #2
(1)A34 + (4)12d TOE NAILS
4 12'-0"
(3)2x6 SYP #2
(1)A35 + (4)12d TOE NAILS
SYP#2
HEADER,
PER PLAN -\
END
I l- FASTENER
(2)12d TOE
NAILS E.E.
OPENING (MIN)
SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN
CONNECTION
CALL OUT
UPLIFT CONNECTOR
WINDOWS IN
TWO STORY CLEAR HEIGHT WALLS.
B
SEE PLAN
C
(1)MSTA24 STRAPS
0
HEAD OR SILL
ci
LEDGER FASTENED
PLATES SEE
KING & JACK
PLATE w/ (2) ROWS
SCHEDULE
cn
STUDS SEE PLAN
TRUSS WEBS WIT
ROUGH OPN'G, SEE ARCH.
(6)12d TOE NAILS
BLOCKING
w/3-0.131 x3"
TOP &BOT.
2x- SPF T&B w/
A
12d @ 8" O.C.
KING &
COMMON.
(TYP)
JACKS -/SHEATHING
POR PLAN
2x4 SPF
CONT. AT
FRAMING
A
SIMPSON LTP4 ON
JOINGIRTT,
INSIDE FACE, IF NO
2x SPF RIPPED
JACK STUD
TO FIT ARCH.
BOX
BEAM BETWEEN WINDOWS
DEPTH REQ'D.
IN TWO STORY FRAMING
SECTION A -A
1`3�
WINDOW HEAD AND SILL FRAMING
MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS
ACCEPTABLE TO SISTER A
36" LONG STUD FASTEN w/12- 0.131x3"
GUN NAILS
MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS
ACCEPTABLE TO SISTER A
36" LONG STUD FASTEN w/12- 0.131x3"
GUN NAILS
DTT2Z
1Y2"
,WS
.DED ROD
�" MIN OR
N HD
SIMPSON FULL HEIGHT
LTT20B THREADED ROD
WITHIN 6" OF
GIRDER (SEE PLAN)
Yz" THREADED ROD
EPDXIED 4" MIN OR
hx6" TITEN HD
HTT5 or HDU5 TT LTT20B
'�`� HOLD DOWN ATTACHMENT DETAIL
48d23"Z6" SW 8d®3" f 6"
PERFORA ED SHEARWALL SEGMENTED SHEARWALL
®- Up TO LOWER STUDS ®- UPPER TO LOWER STUDS
SW 8d03/ (2) CS18 STRAPS SW 8d®3/6: (2) CS18 STRAPS
- END iTUDS TO FOUNDATION (0)END STUDS TO FOUNDATION
® SW 8d@3/6: HTT5 OR HDU5
SW 8d03/�: HTT5 OR HDU5
(FIN SOLEPLATE ANgiORS SOLE PLATE ANCHORS
SEE SCHE ULE ON DETAIL 3/SO.O SEE SCHEDULE ON DETAIL 3/S0.0
SHEARWALL NOTES
1. PROVIDE 7,46" OSB SHEAT ING WITH 8d COMMONS 0 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD.
PROVIDE 2x BLOCKING AT A IL PANEL EDGES.
2. PROVIDE A MINIMUM OF STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS
END POSTS FOR SW.
3. FASTEN ALL INTERIOR SWI TO ROOF OR FLOOR TRUSSES PER 6/SO.1
4. INSTALL INTERIOR FOOTIN BELOW SHEARWALL PER DETAILS ON S1.0
X01 TYPICAL S IEARWALL ELEVATION
S�PROVIDE SOLID BLOC�kING WITHIN FLOOR SYSTEM AT SW END POSTS.
IF TRUSS REACTION EXCEEDS
2300lbs PROVIDE CRIPPLE STUDS
DIRECTLY BENEATH TRUSS
STRAP KING POST TO
POST BELOW WITH 2-CS16
STRAPS WHEN FULL HEIGHT
ANCHORS ARE NOT USED
LOCATE FULL HEIGHT
ANCHOR ON SIDE OF
CORNER WHERE UPPER
TOP PLATE OVER LAI 2x4 BLOCKING
024" O.C. FASTEN
6- EACH END w/3 -10d
��. TOENAILS
STUD BELOW '' I 4-10d
LOWER TOP COMMONS
PLATE AT BREAK OVER LAP DOUBLE
TOP PLATES
ORTHOGONAL VIEW WALL INTERS -CTION
OF CORNER CONDITIONS
O
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. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN
DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE
5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
OPTIONS ARE SHOWN
FRAMED WALL CORNER AND
s2,0 INTERSECTIONS STUDS CONFIGURATIONS
STRAP KING I
POST BELOW WITH
STRAPS WHEN FULL HtwH I
ANCHORS ARE NOT USED
HEADER DOWN CONNECTION
CONNECTION
CALL OUT
UPLIFT CONNECTOR
A
H2.5T 0 32" O.C. TOP & BOT
B
SEE PLAN
C
(1)MSTA24 STRAPS
0
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD DOWN AT BASE (U.O.N)
HEADER TIE DOWN
THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN
HEADER UP CONNECTION
CONNECTION
CALL OUT
UPLIFT CONNECTOR
A
LS18 ® 32" O.C.
B
SEE PLAN
C
1 -CS16 STRAPS
D
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD DOWN AT BASE (U.O.N)
ROOF TRUSS.
SYP#2 2x4 NAILER FASTENED TO TRUSS
ROOF BOT. CHORD w/ 0.131x3" @ 3" O.C.
FLOOR OR TRUSS. FASTENED TO SHEATHING w/ 8d 0 3" O.C.
2x4 SYP#2 CATS AT 12" ROOF TRUSS.
O.C. FASTENED TO TOP
PLATE w/ 4-0.131x3" 111/4" SHEATHING FASTENED TO
COMMON. MAX. TOP PLATE w/ 10d 0 3" O.C.
16" MAX.
FASTEN CATS EACH END w/ 72x/
SYP#2 CONT. ATTACH
TOP PLATE AND TRUSS
3-0.131x3" COMMON TOE NAILS 0.131x3" 0 3" O.C. EDGE OF
MAY OVERHANG TOP PLATE. SHEARWALL
SHEARWALL OR SHEARWALL
EXTERIOR WALL
ALTERNATE A ALTERNATE B ALTERNATE C
�,a"
OSS DIAPHRAGM FASTEN ROOF FLOOR DECK 10d Ca34"O.C.
FLOOR
ROOF
TRUSS. SDWC 15600
0 32" O.C.
SCREWS
SHEARWALL OSB WALL
SHEATHING
ALTERNATE G
TO NAILER w/ (1) ROW 8d
TRUSS.
FV
z
o�QU
2x4 SPF#2 CONTINUOUS
-
TRUSS.
0 3" O.C. FASTEN TO TOP
,n w
ci
LEDGER FASTENED
cn
PLATE w/ (2) ROWS
°
04
cn
7/16" OSB
TRUSS WEBS WIT
OF 8d 0 3" O.C.
BLOCKING
w/3-0.131 x3"
PANEL
FLOOR
COMMON.
2x4 SPF
FRAMING
SYP#2 2x4 NAILER FASTENED
TO TRUSS BOT. CHORD w/
ALL AROUND
FASTEN CATS EACH END w/
2x4 SYP#2 CATS AT 12"
(2} ROWS 0.131x3" ®3" O.C.
INTERIOR
3-0.131x3" NAILS ® 6" O.C.
O.C. FASTENED TO TOP
4-0.131x3"
SW -2
SHEARWALL.
SHEARWALL OR
COMMOPLATE N.
5-16d NAILS
EXTERIOR WALL
ALTERNATED ALTERNATE E
(TYPICAL)
ALTERNATE
F
'1 SHEARWALL ATTACHMENT AT ROOF FLOOR
0
SHEARWALL_ NOTES:
1. AT ROOF TRUSS,
CONTRACTOR MAY
CHOOSE A,B,C,D, OR G.
2. USE ALTERNATE A.
AT EXTERIOR WALLS
ENDING BETWEEN ROOF
TRUSSES,
3. USE ALTERNATE
E & F FOR FLOOR
USS ATTACHMENT
i
\5 •.• �� C E NSF•.
N 7
TA 1 61 E'
�t
:
SE
%,,,SIDNA1-V,�,t •.
Jrlriillll+�
10.17.18
Christopher j Sabourin PE
FL PE#71461
PLAN NAME
ASPLLINDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
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 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
TYPICAL
F RAMING
DETAILS
SHEET
•
SHEET 9 OF 13
FV
z
o�QU
��InZ
W
N x
,n w
ci
cn
F-'
°
04
cn
i
\5 •.• �� C E NSF•.
N 7
TA 1 61 E'
�t
:
SE
%,,,SIDNA1-V,�,t •.
Jrlriillll+�
10.17.18
Christopher j Sabourin PE
FL PE#71461
PLAN NAME
ASPLLINDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
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 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
TYPICAL
F RAMING
DETAILS
SHEET
•
SHEET 9 OF 13
BLOCKING
z
O
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ROOF TRUSS
16d COMMONS
OF SPLICE
24 O.C. BETWEEN OUTER WALL
2x12 BLOCKING BETWEEN
@ 8" O.C.
SHEATHING SPLICE
& FIRST INTERIOR TRUSS. NAIL
EACH TRUSS. FASTEN EACH
EACH END w/ 3-0.131x3" NAILS
a
END w/4 -0.131x3 TOENAILS.
CONT. RIBBON
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TRUSSES
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---EFU------
UPLIFT"
CONNECTOR,
OSB SOFFIT OR SOFFIT
WITH DP PRESSURE OF
-7 CEILING WALL FRAMING --�
SEE PLAN
35PSF. FASTEN OSB w/8d @
z
—
LINE
6" 0. C.
WALL FRAMING
INSTALL FLOOR TO
SHEATHING SPLICE
FLOOR STRAPPING PER
OPTION 1 OR 2
5-8d COM
BLOCKING
EACH SIDE
OF SPLICE
FLOOR TRUSS PARALLEL
ROOF TRUSSES
FLOOR TRUSS
PERPENDICULAR
TYPICAL ROOF TRUSS
CONNECTION
FLOOR TO FLOOR WALL SHEATHING AND STRAPPING OPTIONS
S
1 SCALE: N.T.S
H2.5T STRAP
32" O. C
JACK STUDS
KING STUDS
(3)2x STUD CORNER
P.T. SOLE PLATE
SOLE PLATE ANCHOR
ALWAYS PLACE
HEADER AT
TOP OF ROUGH
OPENING
ANCHOR
PER PLAN.
ATTACH GARAGE
DOOR THRU
UPRIGHT BUCK,
EACH SIDE, INTO
JAMB STUDS WITH
%,*,OX3'/2 " LAG
SCREWS EVENLY
SPACE @ 10" O.C.
)LE PLATE j CURB/STEMWALL BELOW
ANCHOR
GARAGE WING WALL SECTION
I _THICKENED SLAB EDGE
AT GARAGE OPENING.
TYPICAL GARAGE HEADER/)ACK CONNECTION
SCALE: 3/4" = 1'-0"
RAGE HEADER,
SEE PLAN
H2.5T TOP &
BOTTOM @
32" O.C.
(2)MSTA24
ALWAYS PLACE
HEADER AT
TOP OF ROUGH
OPENING
SOLE PLATE ANCHOR
ANCHOR
PER PLAN.
CRIPPLE
STUD
GARAGE HEADER,
SEE PLAN
(2)MSTA24
JACKS AND KING
8d COMMON NAILS
AT 3" O.C.(TYP)
ROOF SHEATHING\
STUDS PER PLAN.
II II
II P. T. SOLE
PLATE
„ THICKENED SLAB EDGE AT
% GARAGE OPENING.
• a ,. d •d. •.Lid '
i
GARAGE CENTER WALL FRAMING
SCALE: 3/4" = 1'-0"
2x4 SPF#2—'\
BLOCKING
ROOF MEMBER.
2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER,
FASTEN TO ROOF FRAMING BELOW
w/ 4-12d NAILS AT EACH RAFTER.
-,O--OA -.,- OVERFRAME RAFTERS, SEE PLAN.
QUICK TIE HA4 w/ 10--8d COMMON
NAILS FROM RAFTER TO LEDGER THESE STRAPS
AND LEDGER TO ROOF MEMBER. MAY BE OMITTED
WHEN OVERFRAME
ALT. TO BOTH HA4 ABOVE RAFTER LENGTH
PRODIDE MTS12 OR CS16 DIRECTLY LESS THAN 4'-0"
BETWEEN OVERFRAMING RAFTER
AND ROOF MEMBER.
PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT
TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING.
OVERFRAME LEDGER DETAIL
SCALE: N.T.S
CS16 S
FLOOR
(2)2X1
w/2—A35 ANGLES
EACH SIDE
).131 x3
TOP ANU 80T
BLOCKING FOR STRAP ATTACHMENT DETAIL
SCALE: 3/4" — 1'-0"
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10.17.18
Christopher J Sabourin PE
FL PE#71461
PLAN NAME
ASPLNDH
SSE No.
AS P L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
77A
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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
FRAMING
DETAILS
SHEET
2.1
SHEET 10 OF 13
FULL HT ANCHOR TERMINATES
AT UPPERMOST TOP PLATE
w/ NUT AND WASHER.
WHERE ANCHOR IS
SPECIFIED ON PLAN
ADJ. TO GIRDER/BEAM
CONVENTIONALLY STRAP (1/S1.2) ONVENTIONALLY STRAP (1/S1.2) LOCATE ANCHOR WITHIN
WHERE MAX. ANCHOR WHERE MAX. ANCHO 6" OF POST.
SPACING IS EXCEEDED SPACING IS EXCEEDED
7 � I I � �� � � j DOUBLE TOP
POST, PER I i PLATE
PLAN � MAXIMUM SPACING �
SEE THREADED ROD
SPECIFICATIONS ON
I SOLID BLOCKING I PLAN �
WITHIN FLOOR �
(TYP)
j _ _ _ _ STEEL COUPLER
� I I �FLOORI RU�S OR JOIST � � � (OPTIONAL, LOCATE -
� AS NEEDED)
(TYP)
WASHER
I t I I I I I
II 1 I I II I i 1
i
I HEADER,
i TYPICA POST TO i I
I I i I I
MATI
I i ► I I I CH t I
I ► I I i I I i POST ABOVE I 1 FULL HEIGHT
I I tI I I
1 I I j I It I I I
THREADED ROD --
I # I I
I
I I I I I i I I SEE PLAN
I I I I I ii I t I I
t I I I I
i
INSTALL 1—STORY
l
1/J
UPLIFT
CONNECTOR
SEE PLAN
SOLE
PLATE
FULL HEIGHT
--- THREADED ROD
SEE PLAN ,
FLOOR
FRAMING
FOUNDATION,
- PER PLAN.
-4� 6"MAX. FROM THREADED RODS SEE TABLE AT RIGHT '-
FOR EPO�CY EMBEDMENT EMBEDMENT
KING STUD WHERE 2—STORY RODS AND ED lE DISTANCE. DEPTH
FULL HEIGHT
CANNOT BE INSTALLED SOLE PLATE ANC PIORS ANCHOR
FULL HEIGHT ANCHOR PLACEMENT DIAGRAM VPER SCHEDULE ON PLAN. WALL SECTION
FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM
sz.2
SECOND STORY
TOP PLATE ELEV.
STUD TO TOP PLATE
SDWC15600 SCREW
@ 16" 0. C
BOT PLATE TO TRU'
SD WC154,
AT EACH FLOOR TRU;
WHEN 2
V S2.
WALL UPLIFT ANCHORAGE DETAIL
THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN
SECOND STORY
TOP PLATE ELEV.
HEADER TO TOP PLATE:
SDWC15600 SCREW. -
@ 16" 0. C.
FUD to 1 uF, FLA M:
SDWC 5600 SCREW.
@ 16" 0. C.
MSTA24 OR CS16 STRP
@ 32" ON—CENT R
2 MSTA24 OR CS16
STRAP EACH END
OF WALL SEGMENT
2ND FLOOR ELEV.
MSTA24 STRAP EACH
SIDE OF HEADER
2 MSTA24 OR
CS16 STRAPS
WOOD BEAM
3 CONVE ITIOAL FRAMING OVER BEAM
S2.2
0
FULL HT.
ANCHOR
AT SILL PLATE
PLAN
WALL STUD
OR POST.
DOUBLE
TOP PLATE.
ELEVATION
FULL
� ANC
_ HT.
HOR
AT TOP PLATE
FULL HEIGHT ANCHOR INSTALLATION CHART
THREADED
®
OO
@ I
(D
(D . -
ROD 0
WOOD PLATE
HOLE
CONCRETE
HOLE
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
3/8
1/2 „0
1/2120
11
2x2x1/8
4„
6,t
2„
3„
1/2
5/8)
9i1� ))�
3x3x1/4»
6"
8>,
2Y2„
3„
5/8
3/)
3/4 "0
3x3x1/g ,y
10 P1
1D„
2Y2,
3„
MONO
STEM
MONO
STEM
THREADED ROD INSTALLATION CHART
SI
Tt
c
FULL HEIGHT
ANCHORING SPECIFICATIONS
ANCHORING SYSTEM: THE THREADED ROD ANCHORING
SYSTEM SHALL CONSIST OF 3/8110 A307 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
HEADER TO TOP PLATE:
e- mxAte"%a cr-nn C,n0C1A1
CONVENTIOAL STRAPPING OVER HEADER
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10.17.18
Christopher J Sabourin PE
FL PE#71461
PLAN NAME
ASPLUNDH
SSE No.
AS P L -I8 -015I
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
FIELD ALTERATION
CHRISTOPHER SABOURIN PE PR10R 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.
CMU
FRAMING
DETAILS
SHEET
S2
2
•
SHEET 11 OF 13
2X12 RIM BOARD.
FASTEN TO
BLOCKING
W/7 -0.131X3
T.O. STRUCTURE
29'-11 "
" OSB SOFFIT OR SOFFIT WITHI
DP PRESSURE OF 35PSF.
FASTEN OSB W/8D Q 6" O.C.
2—PLY 12V LVL BEAM OVER
LENGITH OF WALL AND
CANTILEVER OVER MITERED
II GLASS
CS1�'6 @ 32" O.C.----
ROOF BEARING �-lo-i0P PLATE
23 —011 w/SDW '15600 @ 16" O.C.
CEILING J, IST TO TOP PLATE
i w/SDWC15600
SECOND
FLOOR
13'-0"
T.O. FIRST FLOOR
11'-0"
FIRST FLOOR
0"
GARAGESLAB-A-L,
T.O. FOUNDATION ,
-21_811
1
SECTION
S3.OJ SCALE: 1/2 12 — 1'-0"
f— 2x10 BLOCKING
MTS12 @ EACH
TRUSS
TOP PLATE TO 2X12 CEILING
STUD: H 2.5T @ JOIST @ 16" 0. C.
32" O.C.
7/16" OSB CEILING FASTEN
W/8D @ 6" 0. C.
2x6 SPF#
PONY WAI
CS16 @ 32" O.C.
2X12 RIMBOARD
OSB SHEATH G CONTINUOUS
— THR T SHEARWALL
LOW
LEDGER
INSTALLED OV [ --R
SHEATHING
OSB SHEAROLL
I III lu �GIRDER TRUS
c/)
_.1 F
Q CS16 @ 32 O. C.
N � TOP PLATE TO TRUSS
w/SDWC15600 @ 16" O.C.
11 14 /--OSB SHEARWA L
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t_a
14.17.18
Christopher ) Sabourin PE
FL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
ASP L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
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14.17.18
Christopher ) Sabourin PE
FL P E#71461
PLAN NAME
ASPLLINDH
SSE No.
ASP L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
x
0
w
Z
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H
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.
BUILDING
SECTION
SHEET
S3,50
SHEET 12 OF 13
ROOF SHEATHING CONTIN OUS 48" MIN ROOF SHEATHING CONTINUOUS 48" MIN
T.O. STRUCTURE2x12 SYP#2 BLOCKING ------------ --------------------- — - — - — - — - — - — --- ---_---------
----- — � ----�-------------------
�� LEDGER w/7 -0.131x3
29 -1 � TOENAILS
BLOCKING TO TOP PLATE: ---ij
SIMPSON SDWC15600
SCREW
2x12 LEDGER.
FASTEN TO STUDS
w/7 -0.131x3
3" 12,K,Y 1 ttV OVER
OF WALL AND
N iLEVE OVER MITRED
G ASS
ROOF BEARING --------------23 •-0;•
7/16" OSB CEILING FASTEN
W/8D @ 6" 0. C.
2X12 CEILING
JOIST @ 16" 0. C.
- LL- --_----------------------------,I--
Llj
co
SEC—OND-FLOOR �-- — — — — — �— L------------
1.011 -1 6
13 cozo�
T.O. FIRST FLOOR — _�_____________�--- rs9
1.011 011 i
n
I is
FIRST FLOOR
0
GARAGESu — — — —— -- -- — — — ——_ --
---------- --- --
----------- -------
T.O. FOUNDATION
-2'-8„
1 SECTION
S3.1 SCALE: 1/2"
14
9
5
2x6 SPF#2 PONY
WALL. TO UNDERSIDE
OF ROOF SHEATHING
LEDGER
BEAM, SEE PLAN
311 11211
uFFICE
L.J
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10.17.18
Christopher J Sabourin PE
F L P E#71461
PLAN NAME
ASPLUNDH
SSE No.
ASP L-18-0151
ISSUE DATE
PERMIT 10.17.18
REVISIONS DATE
77A
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
SABOURW MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALWG
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.D.R.
BUILDING
SECTION
SHEET
S3.1
SHEET 13 OF 1 3