HomeMy WebLinkAbout2358 Blue Grouse Ln 18-2819 New Construction SFHt
9'-4" BRG. HT,
8'-0" HDR. HT.
0'-0" FIN. FLR.
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Right Elevation "C"
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SCALE 1/8" = 1'-0" (11x17) 1/4" = 1'•0" (2204)
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7/8" TEXTURED CEMENTITIOUS
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9'-4" BRG. HT.
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ISSUE DATE
06/06/2018
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REVISIONS
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PROJECT: 18-0313
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DESIGNED BY: MJS
ELEVATIONS "C"
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AF CLG. FAN/LITE
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Electrical Plan "A,B,C"
(Opt Master Bath)
SCALE 1/8" = 1'-0" (11x17) 1/4" = 1'•0" (22x34)
OPTIONAL OVERHEAD SERVER
SAME AS UNDERGROUND
200 AMP
SERVICE
AMP
METER
MAIN
DISC.
TYP.
ELECTRICAL
UNDERGROUND PANEL
SERVICE BY (20 CIRCUITS)
POWER CO.
4/0 SCR AL.
#2 -GROUND TO (2) 5/8" RODS (6' APART) ALS(
SERVICE TO BE BONDED TO FOOTING STEEL
GENERAL NOTES KEY:
1. BUILDER TO VERIFY EXACT LOCATION OF FLOOR
NOTE: 8. EXCEPTIONS TO THE GFCI STIPULATION WILL BE
ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY WITH THE FLORIDA ALLOWED ONLY IF ALLOWED PER CURRENT
BUILDING CODE. (2017) THE ABOVE ELECTRICAL LAYOUT IS FOR BID PURPOSE ONLY. NFPA / NEC.
9. OUTLETS LOCATED IN THE LAUNDRY ARE TO BE
GFCI AND AFCI PROTECTED.
200 AMP ELECTRICAL RISER 10 OUTLETS LOCATED WITHIN 6' 0" OF A W
ET AREA
OUTLETS IN FIELD.
NEMA 3
2.
ALL OUTLETS ARE TO BE AFCI PROTECTED.
SEE FLOOR PLAN FOR FUSE SIZE
CHANDELIER =
0
A/C DISC.
3.
ALL 15A AND 20A 120V BRANCH CIRCUITS WILL BE
11. ALL OUTLETS OVER COUNTERTOPS TO BE 42"
AFCI PROTECTED.
#14 COPPER TO LIGHTS AND OUTLETS
4.
ALL 15A AND 20A 120V BRANCH CIRCUITS
-0
#10 COPPER TO WATER HEATER
#8 COPPER TO RANGE
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LOCATED IN THE GARAGE AND LAUNDRY WILL BE
o
#8 TO A/C
12. ALL SMOKE/CARBON MONOXIDE DETECTORS
GFCI PROTECTED.
5
5.
ALL GARAGE BAYS WILL HAVE DEDICATED GFCI
ARE TO BE HARD WIRED, INTERCONNECTED AND
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OUTLET.
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6.
ALL OUTLETS LOCATED IN THE KITCHEN AND
AFCI PROTECTED.
8 -
BATHROOMS ARE TO BE GFCI PROTECTED.
DESIGNED BY: MJS
7.
DW. AND GARBAGE DISPOSAL ARE TO BE GFCI
ELECTRICAL LAYOUT
PROTECTED.
NOTE: 8. EXCEPTIONS TO THE GFCI STIPULATION WILL BE
ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY WITH THE FLORIDA ALLOWED ONLY IF ALLOWED PER CURRENT
BUILDING CODE. (2017) THE ABOVE ELECTRICAL LAYOUT IS FOR BID PURPOSE ONLY. NFPA / NEC.
9. OUTLETS LOCATED IN THE LAUNDRY ARE TO BE
GFCI AND AFCI PROTECTED.
200 AMP ELECTRICAL RISER 10 OUTLETS LOCATED WITHIN 6' 0" OF A W
FLUORESCENT LIGHT N
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ELECTRICAL PANEL Z
00 CHIME
0 DOOR BELL / GARAGE DOOR SWITCH
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ELECTRICAL METER z
0
S.D. SMOKE DETECTOR o
0 C.M.S.D. CARBON MONOXIDE / SMOKE DETECTOR
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CEILING FAN W
- it
ET AREA
ISSUED TE 06/06/2018
ARE TO BE GFCI PROTECTED.
CHANDELIER =
0
C
SPOT LIGHT o
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11. ALL OUTLETS OVER COUNTERTOPS TO BE 42"
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A.F.F. (U.N.O.).
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12. ALL SMOKE/CARBON MONOXIDE DETECTORS
FAN / LIGHT COMBINATION 0
5
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ARE TO BE HARD WIRED, INTERCONNECTED AND
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AFCI PROTECTED.
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DESIGNED BY: MJS
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13. 8'-0" HEIGHT VANITY LIGHTS IN MASTER
ELECTRICAL LAYOUT
0 L.V. LOW VOLTAGE
-
V.P. VAPOR PROOF
°
BATHROOM AND 7'-0" IN ALL OTHER BATHROOMS.
A.F. j ARC FAULT PROTECTION
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NOTES:
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ONLY. IT IS THE ELECTRICAL CONTRACTORS ,
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RESPONSIBILITY TO VERIFY THE REQUIREMENT
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AND LOCATIONS OF ALL ELECTRICAL
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EQUIPMENT, (INCLUDING KITCHEN EQUIPMENT)
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NEC, FBC CODES AND ALL REIGNING
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ORDINANCES.
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• LOCATION OF FIXTURES AND / OR OUTLETS ARE
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SUGGESTED LOCATIONS AND MEET MOST LOCAL
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CODE REQUIREMENTS. ADDITIONS OR i
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ADJUSTMENTS MAY BE MADE BETWEEN THE
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OWNER AND BUILDER IN THE FIELD.
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• ALL ELECTRICAL WORK AND APPLIANCES ARE IN
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FULL COMPLIANCE WITH N.F.P.A., N.E.C., F.B.C.
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6TH EDITION (2017) RESIDENTIAL, AND ALL
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APPLICABLE LOCAL STANDARDS, CODES, AND a
ORDINANCES.
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• VARIOUS SYMBOLS ON ELECTRICAL LEGEND
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MAY OR MAY NOT BE USED ON THIS PLAN.
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FLUORESCENT LIGHT N
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ELECTRICAL PANEL Z
00 CHIME
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ELECTRICAL METER z
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CEILING FAN W
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WALL SCONCE m
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ISSUED TE 06/06/2018
CHANDELIER =
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REVISIONS
FLUSH MOUNT FLUORESCENT LIGHT �
—
FAN / LIGHT COMBINATION 0
PROJECT: 18-0313
g GARBAGE DISPOSAL MOTOR Q
SCALE: AS NOTED
DRAWN BY: JML & JFT
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SPEAKER
S
DESIGNED BY: MJS
O JUNCTION BOX
ELECTRICAL LAYOUT
0 L.V. LOW VOLTAGE
-
V.P. VAPOR PROOF
°
05.1
A.F. j ARC FAULT PROTECTION
INSTALLATION NOTES:
1. THROUGHOUT INSTALLATION, KEEP THE WINDOW JAMBS PLUMB AND SQUARE. KEEP HEAD AND SILL
LEVEL AND SQUARE. MAKE SURE HEAD AND SILL ARE NOT CROWNED UP OR DOWN.
2. CONSTANTLY CHECK WIDTH AT MEETING RAILS (i.e. DOUBLE HUNGS) TO AVOID "BOWED OUT'
INSTALLATION.
3. APPLY GENEROUS BEAD OF CAULK ALONG INTERIOR SURFACE OF NAILING FIN ON ALL SIDES PRIOR TO
SETTING WINDOW INTO OPENING.
4. PLACE 1/4" SHIMS AT SILL CORNERS AND SET WINDOW INTO SHIMS. CENTER THE WINDOW IN THE
OPENING ALLOWING A 1/4" GAP BETWEEN WINDOW AND FRAMING MATERIAL ON EACH SIDE. WHEN
INSTALLATION IS COMPLETE, THESE SHIMS MAY BE REMOVED.
5. INSTALL FASTENERS (STRAIGHT, NOT ANGLED) IN EVERY OTHER FASTENER SLOT STARTING AT THE
MIDDLE OF THE WINDOW. FASTENER MUST BE EMBEDDED INTO SOLID WOOD A MINIMUM OF 111. KEEP
WINDOW LOCKED UNTIL ALL SIDES ARE SECURED.
6. CAULK OVER FASTENERS AND ANY FASTENER SLOTS NOT USED.
7. CAULK OUTSIDE PERIMETER OF INSTALLED WINDOW.
8. INSULATE AROUND PERIMETER WITH BATT TYPE INSULATION. DO NOT USE EXPANDABLE FOAM. THE USE
OF EXPANDABLE FOAM WILL VOID WARRANTY.
9. FOR ANY INSTALLATION FINISHED WITH BRICK OR STONE, ALLOW 1/4" GAP AT SILL BETWEEN
STRUCTURE AND WINDOW. THEN, CAULK THIS GAP.
10. CAULK GAP BETWEEN INSTALLED WINDOW EXTERIOR PERIMETER AND J -CHANNEL (OR BRICK OR OTHER
EXTERIOR FINISHING MATERIAL WHICH SURROUNDS WINDOW).
FLASHING SEQUENCING:
• APPLY BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER ALL OF ROUGH OPENING.
• SET WINDOW UNIT.
• APPLY 2ND BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER NAILING FIN AND BLDG PAPER.
• APPLY SIDE STRIPS OF SELF-ADHESIVE TYPE FLASHING.
• APPLY TOP PIECE OF SELF-ADHESIVE TYPE FLASHING.
NOTE:
SELF-ADHESIVE TYPE FLASHING IS A GENERIC TERM. SEE SPECIFICATIONS FOR MATERIAL TO BE USED.
CONCRETI
HEADER 0
LINTEL
PC EXP. S7
PC ANCHC
STRIP
GLS. BLK.
PC PANEL
REINFOR.
SEALANT
PC ANCHC
I" EXP. BOI
PER ANCH
MORTAR
ASPHALT
EMULSION
CONIC. BL(
WALL
EXTERIOR
PANEL ANCHOR CONSTRUCTION
PC PANEL REINFORCING (TOP): USED IN PANELS OVER 25"S.F. IN AREA,IS EMBEDDED HORIZONTALLY IN
THE MORTAR JOINTS BETWEEN EVERY OTHER COURSE. PANEL REINFORCING IS FORMED OF TWO
PARALLEL WIRES, EITHER 1" O.C. (FOR USE WITH "THINLINE" SERIES GLS. BILK.) OR 2" O.C. (FOR USE W/
"PREMIERE" SERIES GLS. BILK.), W/ BUTT WELDED CROSSWIRES AT REGULAR INTERVALS. 4' AND 10'
LENGTHS AVAILABLE.
PC PANEL ANCHORS (MIDDLE): ARE USED TO TIE PITTSBURGH CORNING GLASS BLOCK PANELS INTO THE
SURROUNDING FRAMEWORK WHEN CHANNELS ARE NOT USED. FORMED FROM 20 GAUGE PERFORATED -
THEN GALVANIZED STEEL STRIPS, PANEL ANCHORS ARE AVAIL. IN 1[" WIDTHS X 24" LENGTHS.
EXPANSION STRIPS (BOTTOM): MADE OF WHITE POLYETHYLENE, ARE INSERTED AT THE HEAD AND THE
STRIPS REPLACE MORTAR AT THESE POINTS TO CUSHION THE GLASS BLOCK AND ALLOW THE PANEL TO
EXPAND & CONTRACT FREELY. FOR METAL CHANNEL OR MASONRY CHASE CONSTRUCTION, PC
EXPANSION STRIPS ARE AVAILABLE " THICK X 4" WIDE X 24" LONG. FOR PANEL ANCHOR CONSTRUCTION,
STD. 4" WIDE STRIPS ARE EASILY CUT TO 3" WIDTH, FOR 31" "PREMIERE" SERIES BLK., AND TO 21" WIDTH,
FOR 32 "THINLINE" SERIES BLOCK.
GLASS BDETAILS
IMPORTANT: I 15# FELT DRAINAGE PLANE
IT IS THE RESPONSIBILITY OF THE OWNER OR BUILDER TO SELECT PRODUCTS IN COMPLIANCE WITH WOOD BASED EXTERIOR SHEATHING- OSB
APPLICABLE LAWS AND BUILDING CODES. DO NOT USE MURIATIC ACID ON HOMES AFTER INSTALLING THIS
WINDOW. THE ACID MAY DESTROY THE COIL SPRING BALANCE SYSTEM. WINDOWS WILL NOT BE UNDER 718" NOMINAL STUCCO THICKNESS
WARRANTY IF EXPOSED TO MURIATIC ACID. DO NOT LAY WINDOWS FLAT OR STORE IN SUN BEFORE
INSTALLING. ALL WARRANTIES NULL AND VOID IF ANY VERTICAL HOLES ARE PUT INTO WINDOW SILL AREA OF
ANY WINDOW. PAPERBACK LATH
PEEL AND STICK TAPE
METAL OR PLASTIC EXPANSION JOINT
DRAINAGE PLANE OVERLAP CONTROL BEAD
FLASHING AND MEMBRANE STRIP OVER WOOD
FRAME / MASONRY CONNECTION.
MEMBRANE STRIP COVERING WOOD FRAME
INTERSECTION UNDER EXPANSION JOIN EQUAL
TO PROTECTO WRAP BT-20XL-9" WIDE. TO
EXTEND 2" BELOW THE CMU
112" NOMINAL CEMENTITIOUS FINISH
SCALE: N.T.S.
1
2 WINDOW FLASHING DETAILS ';('Al F- „r1
sZ0STUCCO BOND BREAK/FLASHING
SCALE: 3" = 1'-0°
DETAIL
CHIMNEY HEIGHT 24"
ABOVE ROOF WITHIN 10'
PRE -FAB CAP
OVER CHIMNEY
1/2" PLYWOOD EXT'R. SHEATHING
ALL AROUND NAILED 8d @ 6 & 12
2x4 BLOCKING
TRUSS @ 24" O.C.
FIRE BLOCKING
METAL FIRE BLOCKING
AROUND FLUE LINER -
MANTLE
PRE -FAB FIRE BOX
DAMPER
18" NON-COMBUSTABLE
MATERIAL FOR HEARTH
@ 24" O.C.
CDPL/R TYP.
7/8" STUCCO OVER PAPER
BACK WIRE MESH U.N.O.
GALV. L -FLASHING
2x4 BLOCKING
2x4 BLOCKING
2x4 #2 SPF OR #3
SYP STUDS @16" O.C.
FOUNDATION
ROOF UNDERLAYMENT PER FBC
R905.2.7
CDX PLYWOOD OR O.B.S.
LATH AND STUCCO
"J" METAL FLASHING
4x5 BASE FLASHING
ROOF COVERING PER PLAN
15/32" C.D.X. OR 7/16" O.S.B. (MIN.
2.5:12 PITCH)
ROOF UNDERLAYMENT PER
�FFBC
2x's @ 24" O.C. W/ HUGHES Nf
ATTACHED TO SHEATHING
WHEN GREATER THAN 24" x 24".
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INSTALLATION NOTES:
1. THROUGHOUT INSTALLATION, KEEP THE WINDOW JAMBS PLUMB AND SQUARE. KEEP HEAD AND SILL
LEVEL AND SQUARE. MAKE SURE HEAD AND SILL ARE NOT CROWNED UP OR DOWN.
2. CONSTANTLY CHECK WIDTH AT MEETING RAILS (i.e. DOUBLE HUNGS) TO AVOID "BOWED OUT'
INSTALLATION.
3. APPLY GENEROUS BEAD OF CAULK ALONG INTERIOR SURFACE OF NAILING FIN ON ALL SIDES PRIOR TO
SETTING WINDOW INTO OPENING.
4. PLACE 1/4" SHIMS AT SILL CORNERS AND SET WINDOW INTO SHIMS. CENTER THE WINDOW IN THE
OPENING ALLOWING A 1/4" GAP BETWEEN WINDOW AND FRAMING MATERIAL ON EACH SIDE. WHEN
INSTALLATION IS COMPLETE, THESE SHIMS MAY BE REMOVED.
5. INSTALL FASTENERS (STRAIGHT, NOT ANGLED) IN EVERY OTHER FASTENER SLOT STARTING AT THE
MIDDLE OF THE WINDOW. FASTENER MUST BE EMBEDDED INTO SOLID WOOD A MINIMUM OF 111. KEEP
WINDOW LOCKED UNTIL ALL SIDES ARE SECURED.
6. CAULK OVER FASTENERS AND ANY FASTENER SLOTS NOT USED.
7. CAULK OUTSIDE PERIMETER OF INSTALLED WINDOW.
8. INSULATE AROUND PERIMETER WITH BATT TYPE INSULATION. DO NOT USE EXPANDABLE FOAM. THE USE
OF EXPANDABLE FOAM WILL VOID WARRANTY.
9. FOR ANY INSTALLATION FINISHED WITH BRICK OR STONE, ALLOW 1/4" GAP AT SILL BETWEEN
STRUCTURE AND WINDOW. THEN, CAULK THIS GAP.
10. CAULK GAP BETWEEN INSTALLED WINDOW EXTERIOR PERIMETER AND J -CHANNEL (OR BRICK OR OTHER
EXTERIOR FINISHING MATERIAL WHICH SURROUNDS WINDOW).
FLASHING SEQUENCING:
• APPLY BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER ALL OF ROUGH OPENING.
• SET WINDOW UNIT.
• APPLY 2ND BOTTOM PIECE OF SELF-ADHESIVE TYPE FLASHING OVER NAILING FIN AND BLDG PAPER.
• APPLY SIDE STRIPS OF SELF-ADHESIVE TYPE FLASHING.
• APPLY TOP PIECE OF SELF-ADHESIVE TYPE FLASHING.
NOTE:
SELF-ADHESIVE TYPE FLASHING IS A GENERIC TERM. SEE SPECIFICATIONS FOR MATERIAL TO BE USED.
CONCRETI
HEADER 0
LINTEL
PC EXP. S7
PC ANCHC
STRIP
GLS. BLK.
PC PANEL
REINFOR.
SEALANT
PC ANCHC
I" EXP. BOI
PER ANCH
MORTAR
ASPHALT
EMULSION
CONIC. BL(
WALL
EXTERIOR
PANEL ANCHOR CONSTRUCTION
PC PANEL REINFORCING (TOP): USED IN PANELS OVER 25"S.F. IN AREA,IS EMBEDDED HORIZONTALLY IN
THE MORTAR JOINTS BETWEEN EVERY OTHER COURSE. PANEL REINFORCING IS FORMED OF TWO
PARALLEL WIRES, EITHER 1" O.C. (FOR USE WITH "THINLINE" SERIES GLS. BILK.) OR 2" O.C. (FOR USE W/
"PREMIERE" SERIES GLS. BILK.), W/ BUTT WELDED CROSSWIRES AT REGULAR INTERVALS. 4' AND 10'
LENGTHS AVAILABLE.
PC PANEL ANCHORS (MIDDLE): ARE USED TO TIE PITTSBURGH CORNING GLASS BLOCK PANELS INTO THE
SURROUNDING FRAMEWORK WHEN CHANNELS ARE NOT USED. FORMED FROM 20 GAUGE PERFORATED -
THEN GALVANIZED STEEL STRIPS, PANEL ANCHORS ARE AVAIL. IN 1[" WIDTHS X 24" LENGTHS.
EXPANSION STRIPS (BOTTOM): MADE OF WHITE POLYETHYLENE, ARE INSERTED AT THE HEAD AND THE
STRIPS REPLACE MORTAR AT THESE POINTS TO CUSHION THE GLASS BLOCK AND ALLOW THE PANEL TO
EXPAND & CONTRACT FREELY. FOR METAL CHANNEL OR MASONRY CHASE CONSTRUCTION, PC
EXPANSION STRIPS ARE AVAILABLE " THICK X 4" WIDE X 24" LONG. FOR PANEL ANCHOR CONSTRUCTION,
STD. 4" WIDE STRIPS ARE EASILY CUT TO 3" WIDTH, FOR 31" "PREMIERE" SERIES BLK., AND TO 21" WIDTH,
FOR 32 "THINLINE" SERIES BLOCK.
GLASS BDETAILS
IMPORTANT: I 15# FELT DRAINAGE PLANE
IT IS THE RESPONSIBILITY OF THE OWNER OR BUILDER TO SELECT PRODUCTS IN COMPLIANCE WITH WOOD BASED EXTERIOR SHEATHING- OSB
APPLICABLE LAWS AND BUILDING CODES. DO NOT USE MURIATIC ACID ON HOMES AFTER INSTALLING THIS
WINDOW. THE ACID MAY DESTROY THE COIL SPRING BALANCE SYSTEM. WINDOWS WILL NOT BE UNDER 718" NOMINAL STUCCO THICKNESS
WARRANTY IF EXPOSED TO MURIATIC ACID. DO NOT LAY WINDOWS FLAT OR STORE IN SUN BEFORE
INSTALLING. ALL WARRANTIES NULL AND VOID IF ANY VERTICAL HOLES ARE PUT INTO WINDOW SILL AREA OF
ANY WINDOW. PAPERBACK LATH
PEEL AND STICK TAPE
METAL OR PLASTIC EXPANSION JOINT
DRAINAGE PLANE OVERLAP CONTROL BEAD
FLASHING AND MEMBRANE STRIP OVER WOOD
FRAME / MASONRY CONNECTION.
MEMBRANE STRIP COVERING WOOD FRAME
INTERSECTION UNDER EXPANSION JOIN EQUAL
TO PROTECTO WRAP BT-20XL-9" WIDE. TO
EXTEND 2" BELOW THE CMU
112" NOMINAL CEMENTITIOUS FINISH
SCALE: N.T.S.
1
2 WINDOW FLASHING DETAILS ';('Al F- „r1
sZ0STUCCO BOND BREAK/FLASHING
SCALE: 3" = 1'-0°
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ALL AROUND NAILED 8d @ 6 & 12
2x4 BLOCKING
TRUSS @ 24" O.C.
FIRE BLOCKING
METAL FIRE BLOCKING
AROUND FLUE LINER -
MANTLE
PRE -FAB FIRE BOX
DAMPER
18" NON-COMBUSTABLE
MATERIAL FOR HEARTH
@ 24" O.C.
CDPL/R TYP.
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PROJECT: 18-0313
SCALE: AS NOTED
DRAWN BY: JML & JFT
DESIGNED BY: MJS
DETAILS
D 1
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE
FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL
LIST OF REQUIREMENTS
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60 MIN.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN.:30' LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 30"U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY
GRADED "No.1/No.2" BY NLGA, OR BETTER.
3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"
SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.
4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF
SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.
5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING
WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING)
SHALL BE SPF#2 OR BETTER U.N.O..
6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING
(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
HSS2 STUD SHOES, TYP U.N.O.
11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE
AWPA U1 STANDARD.
13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ENGINEERED LUMBER
1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF
THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS).
2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS
DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER)
3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Wine U.N.O. E = 2,000,000 Wine U.N.O. E = 1,500,000 Wine U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
Fc j = 450 Fc j = 900 Fc j = 450
Fv = 285 Fv = 285 Fv = 150
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
CONDITION U.N.O.
CEILING CONSTRUCTION
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
MEANS AND METHODS
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF
ASTM F1667
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O.
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
TABLE WITHIN BCSI-63).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
FIELD REPAIR NOTES
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1 st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/7-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S,
Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8"
DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL
BE 3/6' UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION
ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED
BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE
PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF
PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY 11
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
FOUNDATION DETAILS
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
- VALUE DENOTES SUCTION
AREA
)
O5
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(+) 21.2
(+) 21.2
10
- 22.9
(- 28.3
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(+) 20.2
(+) 20.2
20
(-) 22.0
- 26.4
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(+) 19.0
(+) 19.0
50
(-) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
�c0�0cr ��
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- 19.8
- 22.0
GARAGE DOORS
9'-0" x 7'-0"
16-0" x 7'-0"
UQQ
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(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 50.4
4
Pa
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN V-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER
SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -
RESIDENTIAL, CURRENT EDITION.
INDEX OF DRAWINGS
SHEET I SHEET TITLE
SC
STRUCTURAL NOTES
sic
FOUNDATION PLAN
S2C
DOWEL PLACEMENT PLAN
S3
FOUNDATION DETAILS
S3.1
FOUNDATION DETAILS
S4C
LINTEL PLAN
S5C
ROOF FRAMING PLAN
S6
NOTES & CONNECTOR LEGEND
SD1
GENERAL DETAILS
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
SD4
GENERAL DETAILS
NUMBER I DATE
i
16�
u
MASTER UPDATES
DESCRIPTION
3/21/2017 I CREATED ELEV A,B,C, A wBONUS, B wBONUS & C wBONUS
8/31/2017 1 CREATED ELEV A,B,C, & A, B,C wBONUS wTRAY OPTION
11/30/20171 CREATED ELEV A wTRAY @ MASTER OPTION PER LOT WP -230
2/3/2018 UPDATED TO MEET FBC 6th EDITION (2017) RESIDENTICAL CODE -
ELEV'A' wTRAY @ MASTER OPT. PER WP -75
2/22/2018 1 CREATED ELEV B wTRAY @ MASTER OPTION PER LOT WP -73
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SYMBOLS LEGEND
■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
E1 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
t INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT.
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION PLAN
1/4"=11-011
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE ---STOP—
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS, CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
13'-4"
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (2) # 5 E.W.
17'-0"
14'-8"
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
24" SIDE @3" O.C. & MIN
A
8>
F01
(3) #5 PARALLEL TO 12"
BARS & 3" MIN. COVER TO EDGE OF CONC.
SIDE 6" O.C.
MF01
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
2O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (3) # 5 E.W.
S3
BARS & 3" MIN. COVER TO EDGE OF CONC.
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.
S3
2.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
■
■
■
■
■ ■
■
■ ■ ■
BARS & 3" MIN. COVER TO EDGE OF CONC.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.
O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
PAVERS
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.
3.5
I
MIN (6) # 5 E.W.
N
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42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
I
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN, COVER TO EDGE OF CONC.
I
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
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BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.
4A
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S3
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I
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.I
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
S3
1'
BARS & 3" MIN. COVER TO EDGE OF CONC.
I.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.
I
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
I
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ir
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BARS & 3" MIN. COVER TO EDGE OF CONC.
_•
F11
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (9) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.
F01
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
IS3
BARS & 3" MIN. COVER TO EDGE OF CONC.
i
66"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
S3
BARS & 3" MIN. COVER TO EDGE OF CONC.
F01
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SYMBOLS LEGEND
■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
E1 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
t INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT.
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION PLAN
1/4"=11-011
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE ---STOP—
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS, CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
DATE: 06-13-18 1
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2.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
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2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
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4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
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4.5
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE:
AS INDICATED
DATE:
06-13-18
S2C
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NOTE: AT FRENCH
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11
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CONT. BARS. MAINTAIN
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OR INSTALL #5 HOOK
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0
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TOP VIEW @ CORNER
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BLDG DESIGN: ---
STRUCTURAL ENG: MCD
DRAFTING:
-DESIGN: ---
-STRUCT: WM
QC CHECK:
CC
JOB No.
PSQ-0205409
SCALE:
AS INDICATED
DATE:
06-13-18
S3m1
THE GROUT IS LEVEL
WITH TOP OF BLOCK FOR
PROPER TRUSS/ FLOOR
SYSTEM BEARING (MIN 3")
AT CORNERS
PRECAST "U"
PROVIDE
GRADE 60
LINTEL W/ 3000
STANDARD #5
LENGTH
psi CONC. PER
HOOK BAR. LAP
LENGTH
LINTEL PLAN. IF
OTHER BARS INTO
°• .
REBAR IS
-SHEAR WALL T OPENING
CORNER AS REQ'D
TYPI
INDICATED IN
SEGMENT
10'-0" 292 5671454 1366/1277 2423/1770 4006/2263
#3
LINTEL, #5 TO BE
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METAL LATH OR WIRE SCREEN
OVER COURSES NOT REQ'D
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TYP. BOND BEAM 8" x 8" x 16" K.O.
LINTEL BLOCK FILL W/ 3000 psi CONC.
W/ (1) #5 DIA. REBAR
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TYPICAL MASONRY CONSTRUCTION
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
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MAX 4'-0"
LINTEL W/ TRANSOM DETAIL
314"=1'-0"
SEE DOWEL LAYOUT
PLAN FOR FILLED CELL
INFORMATION. MIN. (1)
IS REQUIRED ON
EITHER SIDE OF
OPENING U.N.O.
(2) 2x8 SYP #2 P.T. WOOD HEADER
TURNED SIDEWAYS. ATTACH (2) 2x8
SYP #2 P.T. HEADER TO MASONRY
WALL W/ SIMPSON HU28-2 OR HUC28-2
HANGER @ EA. END. USING (14) 1/4"
DIA. x 2 3/4" TAPCONS & (6) 1 Od NAILS
INTO HEADER. NAIL EACH PLY AND
EACH ADDITIONAL HEADER PLY W/ (2)
ROWS OF 10d NAILS STAGGERED @ 6"
O.C. AND MIN. 2" FROM ENDS.
REFER TO DESIGN
PLANS FOR REQUIRED
IN -FILL FRAMING
DIMENSIONS
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
°•
GRADE 40
GRADE 60
BAR SIZE
e
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
°• .
NON
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"D"
TYPI
AL SHEAR WALL
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TYPICAL MASONRY CONSTRUCTION
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
3/4"=1'-0"
MAX 4'-0"
LINTEL W/ TRANSOM DETAIL
314"=1'-0"
SEE DOWEL LAYOUT
PLAN FOR FILLED CELL
INFORMATION. MIN. (1)
IS REQUIRED ON
EITHER SIDE OF
OPENING U.N.O.
(2) 2x8 SYP #2 P.T. WOOD HEADER
TURNED SIDEWAYS. ATTACH (2) 2x8
SYP #2 P.T. HEADER TO MASONRY
WALL W/ SIMPSON HU28-2 OR HUC28-2
HANGER @ EA. END. USING (14) 1/4"
DIA. x 2 3/4" TAPCONS & (6) 1 Od NAILS
INTO HEADER. NAIL EACH PLY AND
EACH ADDITIONAL HEADER PLY W/ (2)
ROWS OF 10d NAILS STAGGERED @ 6"
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REFER TO DESIGN
PLANS FOR REQUIRED
IN -FILL FRAMING
DIMENSIONS
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL
GRADE 40
GRADE 60
BAR SIZE
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LENGTH
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BEND 0
LENGTH
LAP SPLICE
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°• .
NON
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"D"
TYPI
AL SHEAR WALL
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TYPICAL MASONRY CONSTRUCTION
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
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MAX 4'-0"
LINTEL W/ TRANSOM DETAIL
314"=1'-0"
SEE DOWEL LAYOUT
PLAN FOR FILLED CELL
INFORMATION. MIN. (1)
IS REQUIRED ON
EITHER SIDE OF
OPENING U.N.O.
(2) 2x8 SYP #2 P.T. WOOD HEADER
TURNED SIDEWAYS. ATTACH (2) 2x8
SYP #2 P.T. HEADER TO MASONRY
WALL W/ SIMPSON HU28-2 OR HUC28-2
HANGER @ EA. END. USING (14) 1/4"
DIA. x 2 3/4" TAPCONS & (6) 1 Od NAILS
INTO HEADER. NAIL EACH PLY AND
EACH ADDITIONAL HEADER PLY W/ (2)
ROWS OF 10d NAILS STAGGERED @ 6"
O.C. AND MIN. 2" FROM ENDS.
REFER TO DESIGN
PLANS FOR REQUIRED
IN -FILL FRAMING
DIMENSIONS
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL
GRADE 40
GRADE 60
BAR SIZE
BEND 0
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249
4'-6" 710 1423 / 1105 4360 / 1631 6036 / 2549 8328 / 3470
"C"
"D"
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91/4
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3
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121/2.
32
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7
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25
33/4
7
151/21
40
#6
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81/16
14
30
41/2
81/16
181/2
48
#7
43/8
9 13/16
16 1/2
35
51/4
9 13/16
21 3/4
56
LAP SPLICE EMBEDDED
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STANDARD 90° HOOK
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STANDARD 180° HOOK
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INDICATES FILLED CELL FROM FTG. TO TIE
BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE
MD08 FOR LAP INFO.
PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
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5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
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6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
1'-6" 2231 3069 / 3069 6113 / 6113 8974 / 8974 10000 / 10000
2'-2" 1783 3069/3069 6113/5163 8974/8054 10000/10
2'-8" 1343 2693 / 2561 6113 / 3820 8974 / 5961 10000 / 8107
3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/6224
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249
4'-6" 710 1423 / 1105 4360 / 1631 6036 / 2549 8328 / 3470
5'-2" 570 1232/1232 3480/2580 8360/3586 8825/4592
LAP SPLICE EMBEDDED
REBAR SPLICE DETAIL
STANDARD 90° HOOK
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c
STANDARD 180° HOOK
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PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
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INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
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CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
ADEQUATE FOR THE LOADS.
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
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7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
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1'-6" 2231 3069 / 3069 6113 / 6113 8974 / 8974 10000 / 10000
2'-2" 1783 3069/3069 6113/5163 8974/8054 10000/10
2'-8" 1343 2693 / 2561 6113 / 3820 8974 / 5961 10000 / 8107
3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/6224
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249
4'-6" 710 1423 / 1105 4360 / 1631 6036 / 2549 8328 / 3470
5'-2" 570 1232/1232 3480/2580 8360/3586 8825/4592
6-2" 488 991/991 2661/2143 5681/2698 6472 / 3685
7'-0" 416 752/6991843/1625 3486/2602 6390/3302
8'4" 354 726 / 699 1843 / 1625 3486 / 2255 6205 / 2885
9'-2" 315 618/535 1533/1247 2781/1946 4754/2489
10'-0" 292 5671454 1366/1277 2423/1770 4006/2263
10'-8" 277 492/352 1254/1132 2193/1567 3552/2003
11'-2" 255 471/352 1075/1075 1838/1567 2883/2003
12'-0" 239 418/297 1075/1045 1838/1446 2883/1848
12'-8" 0 369/261 1002/984 1697 / 1361 2630 / 1738
13'-4" 0 328/0 1234/0 1779/0 2662/0
MATERIALS
14'-0" 0 292/0 1160/0 1660/0 2439/0
16'-0" 0 284/0 950/0 1379/0 1997/0
1. fc PRECAST LINTELS = 3500 PSI.
2. f PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE
STRENGTH = 1900 PSI.
5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW
RELAXATION. 7/32 WIRE PER ASTM A510.
18'-0" 0 211/0 750/0 1177/0 1676/0
18'-8" 0 142/0 598/0 1114/0 1468/0
20'-0" 0 180 / 0 598 / 0 1024 / 0 1441 / 0
20'-8" 0 1 145/0 1 550/0 981 / 0 1376/0
22'-8" 0 110 / 0 450 / 0 824 / 0 1147 / 0
RECESSED LINTELS -FILLED
CLEAR OPENING 8R6-1 B/8R6-OB 8R14-1B/8R14-0I3 8R22-1 B/8R22-OB
21-4" 1694/1694 3725/3280 5499/5421
2'-8" 1425/1425 3343/3280 4933/4933
3'-0" 1230/1230 2769/2769 4085/4085
3'-4" 1081/920 2769/1716 4085 / 2839>
4'-4" 846/833 2121/1716 3127/2839
5'-4" 664/572 1761/1761 2595/2595
64" 526/434 1539/1539 1329/2267
7'-4" 480/322 1334/1334 1964/1552
8'-4" 415 / 235 1152 / 1152 1694 / 1552
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER
2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED.
LINTEL
DESIGNATION SCHEDULE
MARK
LINTEL
REQUIREMENTS
F =FILLED WITH GROUT
U =UNFILLED
R = RECESSED & FILLED WITH GROUT
OF #5 REBAR @
8F16-1'B/1T BOTTOM OF LINTEL CAVITY
QUANTITY OF #5 REBAR AT TOP
NOMINAL HEIGHT
TYPE DESIGNATION NOMINAL WIDTH
O
8R6-0B/1TQUANTITY
0
8F8-0B/1T
Q
8R14-1B/1T
O°
8F16-1B/1T
8F40-1B/1T
3'-0" 17'-0�" X-0" 34-
119 Of 10
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O
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T.O.M. A
8F16-0B/1T
rn
X-0"
V-0"
T.O.M.
If If
N.
= 11'-4" T.O.M. IF REFERENCED ON SHEET
S4). VERIFY HEIGHT W/
M O 000 J o
101
101
4'8"
—1
U
8F24 -16/1T
O
8R22-0B/1T
DO
B
8F24-0B/1T
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T.O.M. T.O.M.
6'-8"
If
�o
O
16'-0"
WALL LEGEND
O
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`�.•
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BEARING WALL (OR LINTEL
O"
8F20-0B/1T
= 11'-4" T.O.M. IF REFERENCED ON SHEET
S4). VERIFY HEIGHT W/
M O 000 J o
J
O
8R22-1B/1T
® = KNEEWALL ARCHITECTURAL PLANS
U.N.O.O
U
8F24 -16/1T
O
8R22-0B/1T
Lj
O
8F24-0B/1T
"O
8R30-1B/1T
0
8F32-1B/1T
0
8R30-0B/1T
O
8F32 -OB/1T
O
8F38 -1B/1T
O
8F12 -1 B/OT
O
8F40-1B/1T
Ow
8F28 -1B/1T
x0
8F40 -0B/1T
LINTEL PLAN
7-5/8" ACTUAL
8" NOMINAL WIDTH
FILLED
1-1/2" CLEAR
#5 REBAR AT TOP MIN. (1) REQ'D
C.M.U.
GROUT
#5 REBAR AT BOTTOM OF LINTEL
CAVITY
BOTTOM REINFORCING PROVIDED
IN LINTEL (VARIES)
1-1/2" CLEAR
7-5/8" ACTUAL
8" NOMINAL WIDTH
UNFILLED
ui cn
0 W
6z
_ =J °.°.
=t
W _j 0
0 (n W(n <e'.
a W W
�
X �
00
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r- IX J
aw�
z 7-5/8 ACT—UA
8" NOMINAL WIDTH
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IN LINTEL (VARIES)
1-1/2" CLEAR
#5 REBAR AT TOP MIN. (1) REQ'D
TOP KNOCK OUT/ LINTEL BLOCK
COURSE
#5 REBAR AT BOTTOM MIN. (1)
REQ'D
16 GA. POWERS STEEL BOXED
LINTEL
SAFE LOAD TABLE NOTES
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED
LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL
RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
SUPPORT.
8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
1/61=11-011
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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DATE: 06-13-18
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S4). VERIFY HEIGHT W/
® = KNEEWALL ARCHITECTURAL PLANS
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DATE: 06-13-18
NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=11-0"
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
DATE: 06-13-18
NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=11-0"
S5C
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
HEADER SCHEDULE
BEARING WOOD WALL SCHEDULE
TAG
HEADER
FASTENERS
TAG
STUD
LUMBER
CONNECTION & FASTENERS
UFT
BLOCKING
(3)2X4 SPF #2 BUILT UP STUD COLUMN
a
HETA16 w/(9) 10dx1-1/2" NAILS OR HETA20 w/(9) 10dx1-1/2"
NAILS. AT PARALLEL TRUSS CONDITIONS USE LTA2
w/(10) 10dx1-1/12" NAILS 24" O.C. U.N.O.
FRAME TO CMU
SPACING
SPECIES
TOP
BOTTOM
(plf)
O
H2x6
(2)2x6 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(6)
BW1
16
SPF
(2)12d
(2)12d
NO
MID -SPAN
FRAME TO FRAME
H10A 1015
H10A-2 1070
16d NAILS
'till
TOENAILS
TOENAILS
UPLIFT
(3)2X6 SPF #2 BUILT UP STUD COLUMN
H2x8
(2)2x8 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(8)
El
HTS20 w/(24)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
SP4 W/(6)
SP4 W/(6)
OF
(2)2X8 SPF #2 BUILT UP STUD COLUMN
(2)HTS20 w/(24)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
16d NAILS
BW2
16"
SPF
10d x 12' NAILS
x
10d 12" NAILS
570 plf
MID -SPAN
H2x10
2)2x10 #2 SYP w/2" FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
(2)2x12 #2 SYP
WITH 1/2" FLITCH
PLATE
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4"x24" TAPCONS
SP4 W/(6)
SP4 W/(6)
(3)2X4 SYP #2 BUILT UP STUD COLUMN
MTS12 w/(14)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
16d NAILSBW3
1000
16"
SPF
10d x 12 1„ NAILS
1„
10d x 12 NAILS
570 plf
3rd. PT.
3965
H2x12
2)2x12 #2 SYP w/2" FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
OK
(2)2X8 SYP #2 BUILT UP STUD COLUMN
63.5x11.
25
(2)1.75"x11.25" LVL
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP; H�U410 OR HUC410 w/(10)10d
NAILS & (18)4 x24 TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
a
HTT4 w/(1 8)16d x 22" NAILS & 8" EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 7" EMBEDMENT
FRAME TO CMU
3640
4235
LO
44 SYP #2 POST
NO
HGT-2 w/(16)10d NAILS w/ (2) 4" EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 12" EMBEDMENT
FRAME TO CMU
10980
16d NAILS
BW4
12
SPF
(3) 12d
TOENAILS
(3) 12d
TOENAILS
UPLIFT
MID -SPAN
11
H3.5x5.5
(2)1.75"x5.5" LVL
ATTACH KING STUD TO HEADER w/(6)
1175
NO
8x8 SYP #2 POST
TO POST: SIMP. HTS20 OR LSTA18
12
LSTA18 w/(14)10d NAILS
HEADER TO STUDS
1110
1235
16d NAILS
BW5
12"
SPF
SP4 W/(6)
SP4 W/(6)
760 plf
MID -SPAN
2220
2470
ATTACH KING STUD TO HEADER w/(8)
QO
3-1/2"x5-1/4" LVL COLUMN.
10d x 12" NAILS
10d x 12" NAILS
H3.5x7.25
(2)1.75"x7.25" LVL
16d NAILS
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
BV116
12"
SPF
SP4 W/(6)
SP4 W/(6)
760 plf
3rd. PT.
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
OR
3-1/2"x7" LVL COLUMN.
(2)1.75"x9.25" LVL
ATTACH KING STUD TO HEADER w/(10)
10d x 12" NAILS
10d x 12" NAILS
E
H3.5x9.25
STUDS TO BEAM/GT
1235
16d NAILS
63.5x16
(2) 1.75"x16" LVL
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
<S>3
-1/2"x9-1/2"
3-1/2"x9-1/2" LVL COLUMN.
BW7
16"
SYP
(3) 12d
TOENAILS
(3) 12d
TOENAILS
NO
UPLIFT
MID -SPAN
STUDS TO BEAM/GT
2980
ATTACH KING STUD TO HEADER w/(12)
H5.5x11.25
(3)1.75"x11.25" LVL
16d NAILS
MSTC40 w/ (52)16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
4745
TO POST: (2) SIMP. HTS20 OR LSTA18
OV
BW8
16"
SYP
SP4 W/(6)
1„
10d x 12 NAILS
SP4 W/(6)
1„
10d x 12 NAILS
664 plf
MID -SPAN
H3x12
(3) 2x12 #2 SYP w/ 2" FLITCH
ATTACH KING STUD TO HEADER w/(10)
PLATE BETWEEN PLIES
16d NAILS
18
LTT20B w/(10) 10d NAILS & 8" EPDXY ANCHOR w/SIMP. SET
EPDXY MIN. 7" EMBEDMENT
COLUMN TO FTG.OR
CMU
1290
HEADER SUPPORT SCHEDULE
BWg
16"
SYP
SP4 W/(6)
SP4 W/(6)
664 plf
1rd. PT.
3
COLUMN TO FTG.
3640
4235
YO
10d x 12" NAILS
10d x 12" NAILS
OPENING SIZE
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
FRAME TO FRAME
3735
4350
12d
(2)12d
NO
(2) 1.75"x20" LVL
TO POST: (2) SIMP. HTS20 OR LSTA18
ON MASONRY: (2) SIMP. MSTAM24
<Z>
5 1/4 X 9 1/2 LVL COLUMN
BW10
12"
SYP
T
T
TOENAILS
UPLIFT
MID -SPAN
V-0" TO T-11"
1
1
2420
2800
* U.N.O.FASTEN LVL PLIES TOGETHER USING (4)
ROWS SOF IIDE/4"X31/2"SDS SCREWS @ 24" O.C.
EACH
STANDARD COLUMN NOTES
BW11
12"
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12" NAILS
885 plf
MID -SPAN
�
4 -0" TO 7 -11 �
2
2
8'-0" TO 9'-11"
2
3
BW12
12"
SYP
SP4 W/(6)
SP4 W/(6)
885 plf
3rd.
MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU
DBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.
FRAME TO FRAME
3300
3965
BE P.T. OR WOLMANIZED.
10d x 12" NAILS
10d x 12" NAILS
PT.
-0
10'-0" TO 12'"
3
4
O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP
BW13
16
SPF
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12" NAILS
280 plf
MID -SPAN
STANDARD HEADER NOTES
6x6: ABU66 w/(12)16d NAILS & $" EPDXY ANCHOR w/MIN.
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN.
3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END)
@ 32"o.c.
@ 32"o.c.
4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS.
5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOPWRITTEN
AND BASE PLATE U.N.O. ON PLANS.
1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN
APPROVAL FROM THE E.O.R.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2
SP4 W/(6)
SP4 W/(6)
FOR 2 -PLY U.N.O. ON PLAN
IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED WOUT
BW14
12"
SPF
2 NAILS
10d x 1 1"
1
10d x 1„ 2 NAILS
380 plf
MID -SPAN
APPROVAL FROM E.O.R.
>TANDARD NAIL
GENERAL DIAMETER/ LENGTH
4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
@ 24"o.c.
@ 24"o.c.
131" x 22"
2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN.
6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20
10d
.148" x 3"
STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS.
IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW.
ATTACH STUDS TOGETHER
2)
STANDARD BEARING WALL W/STRAPS NOTES
3. NAIL #2 SYP HEADER PLIES OGE HIER UDSING ROWS OF 10d NAILS @12" O.C. ONE
SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS. (3) ROWS OF 10d
NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12
1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O.
HEADERS. NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R. IF
2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO
MEMBERS BUCKET INTO HEADER
TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS.
4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING
3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE
PER HEADER SCHEDULE.
SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4.
5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL
4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R.
REQ'D. NAILS FROM 1st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL.
5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS.
WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS,
6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END.
6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R.
7. BASE PLATE TO BE ATTACHED TO FOOTING USING 2' J -BOLTS OR EPDXY
7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
ANCHOR W/ WASHER@ 6" FROM EA. END OF BASE PLATE &WALL OPENINGS &
8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT
AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY
2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO.
ANCHORS.
ROOF NOTES.
8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D. IF BRG.
WALL IS INDICATED W/BW1, BW4, BW7 OR BW10. THESE WALLS ARE ONLY
SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT. THE STUDS ARE TO
1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN.
BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE
2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND
ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT
ELEVATIONS FOR BEARING HEIGHTS.
ATTACHMENT INDICATED IN THE BEARING WALL NOTES.
3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED.
9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O.
CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED.
ON PLAN.
4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS
10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O.
AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/
ON PLAN.
SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS
11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE
BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2)
CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD
12d TOENAILS.
TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE
5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE
COLUMN.
12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR
CONTINUOUS FROM FLOOR TO CEILING.
FURTHER REVIEW.
6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING
13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE
ADDITIONAL LOADS:
ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA.
A) ALL CEILING HUNG SOFFITS AND SOFFITS
SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL
WITH CABINETS AS SHOWN ON PLANS.
NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST
B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS.
CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM
7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS
TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS
OF ALL HARDWARE BEFORE INSTALLATION.
WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR
8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT
(2)12d NAILS TO EACH FLOOR TRUSS.
EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS
DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO.
ROOF & EXT. WALL NAILING SHEATHING NOTE
9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER.
THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY
ROOFS:
TRUSSES
10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS
ROOF SHEATHING TO BE 7/16" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE)
ABOVE THE GARAGE.
FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6"
11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN
O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND
PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT.
6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR
OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO
TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF
CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP
SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE
DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW
SPACED NO MORE THAN 24" O.C.
AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE
GABLE ENDS:
PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS
ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C.
SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR
AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER
TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS
EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS.
NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF
CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS
EXTERIOR WALLS:
LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
SEE WF10/SD4 FOR MORE INFO.
12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE
ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND
NAILS:
BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE
NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS.
ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED
ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK,
AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS.
HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE
CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER
EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERV- ATIVELY
THE CONTRACTOR OR A/C SUPPLIER.
TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL,
BUILDER NOTE.
STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL
BE IN ACCORDANCE WITH ASTM A 153.
IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS
APA SHEATHING NOTE:
LAYOUT
24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED
----STOP----
PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END
WITH (3) 10d TOENAILS.
AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES
COLUMN SCHEDULE
CONNECTOR SCHEDULE
BEAM SCHEDULE
<�>
(2)2X4 SPF #2 BUILT UP STUD COLUMN
TAG
SIMPSON CONNECTOR
TYPE
VALUES
SPF(Ib)
VALUES
SYP(lb)
TAG
BEAM SIZE
CONNECTIONS
O
(3)2X4 SPF #2 BUILT UP STUD COLUMN
a
HETA16 w/(9) 10dx1-1/2" NAILS OR HETA20 w/(9) 10dx1-1/2"
NAILS. AT PARALLEL TRUSS CONDITIONS USE LTA2
w/(10) 10dx1-1/12" NAILS 24" O.C. U.N.O.
FRAME TO CMU
1810
1810
62x„
8
(2)2x8 #2 SYP
WITH 1/2" FLITCH
PLATE
TO POST: SIMP. HTS20 OR MSTA18
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
TO MASONRY: SIMP. HU48 OR HUC48
w/(6)10d NAILS & (14) 14 x243'
TAPCONS
ON MASONRY: (1) SIMP. MSTAM24
O
(4)2X4 SPF #2 BUILT UP STUD COLUMN
F(1)ply
(2)HETA16 OR (2)HETA20
TRUSS (10)10d x 12" NAILS
TRUSS (12) 16d x 12" NAILS
FRAME TO CMU
(1)ply 2035
(2)ply 2500
(1)ply 2035
(2)ply 2500
O(2)ply
D
(2)2X6 SPF #2 BUILT UP STUD COLUMN
3
H10A w/(18)10d x 12" NAILS OR
(2)ply TRUSS H10A-2 w/(18) 10d x 1 2' NAILS
FRAME TO FRAME
H10A 1015
H10A-2 1070
H10A 1340
H10A-2 1245
'till
LL
OE
(3)2X6 SPF #2 BUILT UP STUD COLUMN
B2x10
(2)2x10 #2 SYP
WITH 1/2" FLITCH
PLATE
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4'x24" TAPCONS
ON MASONRY: (1) SIMP. MSTAM24
El
HTS20 w/(24)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
1245
1450
OF
(2)2X8 SPF #2 BUILT UP STUD COLUMN
(2)HTS20 w/(24)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
2490
2900
O(3)2X8
SPF #2 BUILT UP STUD COLUMN
H2.5A w/(10)8d
FRAME TO FRAME
535
600
B2x12
(2)2x12 #2 SYP
WITH 1/2" FLITCH
PLATE
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4"x24" TAPCONS
HO
(3)2X4 SYP #2 BUILT UP STUD COLUMN
MTS12 w/(14)10d x 12" NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
860
1000
JO
(2)2X6 SYP #2 BUILT UP STUD COLUMN
❑MGT
8
w/(22)10d $" EPDXY ANCHOR w/SIMP. SET -XP EPDXY
MIN. 12" EMBEDMENT
FRAME TO CMU
3330
3965
ON MASONRY: (2) SIMP. MSTAM24
OK
(2)2X8 SYP #2 BUILT UP STUD COLUMN
63.5x11.
25
(2)1.75"x11.25" LVL
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP; H�U410 OR HUC410 w/(10)10d
NAILS & (18)4 x24 TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
a
HTT4 w/(1 8)16d x 22" NAILS & 8" EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 7" EMBEDMENT
FRAME TO CMU
3640
4235
LO
44 SYP #2 POST
10
HGT-2 w/(16)10d NAILS w/ (2) 4" EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 12" EMBEDMENT
FRAME TO CMU
10980
8910
O
6x6 SYP #2 POST
11
HTSM16 w/(8)10d NAILS & (4) 4"x 24" TAPCONS
FRAME TO CMU
1010
1175
NO
8x8 SYP #2 POST
TO POST: SIMP. HTS20 OR LSTA18
12
LSTA18 w/(14)10d NAILS
HEADER TO STUDS
1110
1235
63.5x11.
875
(2)1.75"x11.875" LVL
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4"x24" TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
P
3-1/2"x3-1/2" LVL COLUMN.
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
2220
2470
QO
3-1/2"x5-1/4" LVL COLUMN.
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
833pif
928plf
TO POST: SIMP. HTS20 OR LSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
OR
3-1/2"x7" LVL COLUMN.
E
LSTA24 w/(18)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
1235
1235
63.5x16
(2) 1.75"x16" LVL
(10) 10d NAILS
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
<S>3
-1/2"x9-1/2"
3-1/2"x9-1/2" LVL COLUMN.
NAILS & (-!"
18)4 x24" TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
16
MSTC28 w/(36)16d SINKERS CENTERED
STUDS TO BEAM/GT
2980
3455
OT
5-1/4"x5-1/4" LVL COLUMN.
17
MSTC40 w/ (52)16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
4745
TO POST: (2) SIMP. HTS20 OR LSTA18
OV
5-1/4"x7" LVL COLUMN.
ON MASONRY: (2) SIMP. MSTAM24
18
LTT20B w/(10) 10d NAILS & 8" EPDXY ANCHOR w/SIMP. SET
EPDXY MIN. 7" EMBEDMENT
COLUMN TO FTG.OR
CMU
1290
1300
5.25x16
(3)1.75"x16 " LVL
* U.N.O.FASTEN LVL PLIES TOGETHER USING (3)
ROWS OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C.
EACH SIDE
XO
7"x7" LVL COLUMN.
19
HTT4 w/(18) 16d x 22' NAILS w/B' EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS
USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS
COLUMN TO FTG.
3640
4235
YO
3 1/2" X 11 7/8" LVL COLUMN
20
(3)HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
3735
4350
63.5x20
(2) 1.75"x20" LVL
TO POST: (2) SIMP. HTS20 OR LSTA18
ON MASONRY: (2) SIMP. MSTAM24
<Z>
5 1/4 X 9 1/2 LVL COLUMN
21
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS
FRAME TO CMU
2420
2800
* U.N.O.FASTEN LVL PLIES TOGETHER USING (4)
ROWS SOF IIDE/4"X31/2"SDS SCREWS @ 24" O.C.
EACH
STANDARD COLUMN NOTES
22
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS
GIRDER TO COL./ BM
9100
4095
1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD
STANDARD BEAM NOTES
23
MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU
DBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.
FRAME TO FRAME
3300
3965
BE P.T. OR WOLMANIZED.
INVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12"
O.C. (TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP
SOLID POSTS. AT EXTERIOR CONDITIONS
STANDARD CONNECTOR NOTES
2. NAIL ALL 2 -PLY LVL BEAMS (MAX. TOGETHER
4x4: ABU44 w/(12)16d NAILS & s EPDXY ANCHOR WMIN.
12d NAILS @ 6" O.C. TYP. ONES E)1MIN 2" FROM TOP AND BOTTOM OF BEAM
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & $" EPDXY ANCHOR w/MIN.
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN.
3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END)
7" EMBEDMENT
8x8: ABU88 w/(1 8)16d NAILS & (2) $" EPDXY ANCHORS w/
MIN. 7" EMBEDMENT
AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. LTA2's @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS SHOP
DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @ 24"o.c.
OR 32"o.c.)
4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS.
5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOPWRITTEN
AND BASE PLATE U.N.O. ON PLANS.
CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c.
MAX. AND (2) AT EACH CORNER.
APPROVAL FROM THE E.O.R.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2
6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS
FOR 2 -PLY U.N.O. ON PLAN
STANDARD NAIL SCHEDULE
3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR.
IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS.
>TANDARD NAIL
GENERAL DIAMETER/ LENGTH
4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
8d
131" x 22"
6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20
10d
.148" x 3"
STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS.
IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW.
12dI 148"x34" FLOOR FRAMING NOTES
16d162"x32
GENERAL NOTES
8d RING SHANK .113" x 28" 1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO.
2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS.
3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS REQ.
CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN.
NAILING NOTES
4. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING
TO AVOID CONFLICT.
1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN 5. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER.
INDICATED AS LONG AS IT MEETS OR EXCEEDS THE 6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION
DIAMETER AND LENGTH INDICATED. REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE.
2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. FLOOR SHEATHING NOTES
MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION
NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT PERPENDICULAR TO SUPPORT (FLOOR TRUSSES).
EXTEND THRU THE MEMBER IT'S BEING ATTACHED TO. FLOOR NAILING NOTES
NAILS: NAILS USED IN ALL FLOORING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL
SHANK, HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE
EQUIVALENT TO HAND DRIVEN NAILS, SPACING SHALL BE 6" ON EDGES AND 12" IN FIELD.
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NOTES &
CONNECTOR LEGEND..
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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(1) #5 BAR IN PRECAST
LINTEL
(2) #5's VERTICAL IN
GROUT FILLED CELL
(1) #5 VERTICAL IN
GROUT FILLED CELL (IF
REQ'D PER PLAN)
NOTE: SEE MD08 ON
LINTEL PLAN
VERTICAL REINFORCEMENT DETAIL
NOTE: THIS DETAIL APPLIES TO THE
FOLLOWING CONDITIONS:
(1) EXTERIOR FRAME WALL TO CMU
(2) INTERIOR FRAME SHEAR WALL TO CMU
(3) INTERIOR LOAD BEARING FRAME WALL TO
CMU WALL
SEE FRAMING PLAN FOR
BEARING WALL LOCATION
SEE BEARING WALL
SCHEDULE FOR REQUIRE[
CONNECTIONS, STUD
SPACING, AND BLOCKING
REQUIREMENTS
ALTERNATE CONNECTIONS I.L.O. J -BOLT:
1. MIN. (6) 1/2"x5" TITEN HD W/ 3-1/2" MIN. EMBED.
2. MIN. (6) 1/2" ASTM F1554, Gr. 36 (OR BETTER) THREADED ROD W/4-1/2" MIN.
EMBED. W/ SIMPSON SET -XP EPDXY OR EQUIV. USE 2"x2" SQUARE WASHER
BEARING/ SHEARWALL CONNECTION TO CMU
2x BUCK DETAIL
3/4"=1'-0"
PRE -CAST LINTEL PER
PLAN
OPENING
WATERPROOFING BY
BUILDER/ OTHERS
WINDOW/DOOR
OPENING SIZE AND
LOCATION PER PLAN
(TYP).
MASONRY WALL PER
PLAN (TYP).
P.T. BUCKS PER
SCHEDULE
(2) 2x TOP PLATE W/
(3) 12d END NAILS TO LAST STUD
TYPICAL TIE BEAM W/ 3000 psi
CONC. W/(1) #5 REBAR CONT.
STD HOOK
2x PT STUD OR ALTERNATE 1x PT
FURRING TO CMU W/ 2x FRAMING PER
PLAN
TYPICAL FILLED CELL
W/ 3000 psi CONC.
W/(1) #5 REBAR VERT.
VERIFY W/ PLAN FOR
REQ'D LOCATIONS
CMU WALL AS REQ'D
PER PLAN
4) EQ. SPACED 2' TITEN HD ANCHORS W/
AIN. 12" EMBEDMENT FOR HOLLOW
3LOCK OR 3 1/2" EMBEDMENT FOR SOLID
3LOCK. MAX. 6" FROM TOP AND BOTTOM
)R 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6"
=ROM TOP AND BOTTOM AND 12" O.C.
3ETWEEN
PT BASE PLATE
P.T. BUCK FASTENER SCHEDULE
M
SIZE
TAPCONS
SPACING # ROWS
1x4
3/16" x 2 1/4"
12" O.C.
1
� (2) 2x TOP PLATE
3/16" x 2 1/4"
121,
EXT. AS NOTED
1x8
3/16" x 2 1/4"
12" O.C.
2
2.w
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ATTACHED TO MI N.
2x4
3/16" x 3 1/4"
12" O.C.
1
(2) 2x FULL HEIGHT
/1 " 1/4"
"
PER PLAN)
2x8
3/16" x 3 1/4"
12" O.C.
2
NOTES:
1. 2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF
WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE
4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE
OF BUCK.
2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR
EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO
STRUCTURE BY OTHERS IN THIS CASE.
3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO
EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILS
STAGGERED @ 12" O.C. AND 6" FROM ENDS @ EACH SUCCESSIVE BUCK.
MAX. 2 PLIES OVER INITIAL P.T. BUCK.
4. MIXING OF 1 x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME
OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS
(FASTENING) ARE MET.
5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLID
GROUTED CMU.
6. WINDOW OR DOOR INSTALLATION BY OTHERS
SHEATHING PER PLAN
TYP. TRUSS TO FRAME
CONNECTION PER
STD.CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE AS REQ'D
LAST STUD OF KNEE WALL i \ }s
JOINING UP TO MAIN HOUSE
WALLS SHALL BE ATTACHED (2) 2x TOP PLATE
TO MIN. (2) 2x FULL HEIGHT
WALL STUDS W/ (2)-16d NAILS
@ 12" O.C.
MIN. 2x4 SPF #2 KNEE WALL i (2) 2x #2 SYP SEE PLAN
WITH STUDS @ 16" O.C. W/ FOR BEAM SIZE
STRUCTURAL SHEATHING
ON BOTH SIDES FROM TOP BUILDER FRAME
OF WALL TO BOTTOM OF RADIUS AS REQ'D
BEAM. ATTACHED PER
NAILING SCHEDULE
OTHERWISE SP2 CLIPS
EACH STUD TO DOUBLE TOP
PLATE AND SP1 CLIPS EACH
STUD TO BOTTOM PLATE
FO KNEEWALL AT DOWNSET BEAM
PRE-ENGINEERED —
ROOFTRUSS-SEE
FRAMING PLAN FOR
SPACING
SEE PLAN FOR --�
CONNECTION
2x BRG WALL, SEE —
PLAN FOR STUD SIZE &
SPACING. MIN (2) 2x
UNDER GIRDER TRUSS
U.N.O.
2x BLOCKING ---_
SIMPSON LSTA24 EACH
STUD
3/4"=1'-0"
ROOF SHEATHING,
NAIL PER PLAN
DOUBLE TOP PLATE
SIMPSON SP4 OR SP2
@ EACH STUD
EXTERIOR SHEATHING
NAIL PER PLAN
2x BRG WALL, SEE `— PRE -ENG. ROOF
PLAN FOR STUD SIZE & TRUSS PER PLAN
SPACING. MIN (2) 2x
UNDER GIRDER TRUSS SEE PLAN FOR
U.N.O. CONNECTION
F1 SECTION @ DOUBLE BEARING
PRE-ENGINEEF
TRUSSES PER
24" 0. C. MAX.
TYP. TRUSS T(
CONNECTION
CONNECTION
EXT. SHEATHIP
PER NAILING E
TOP OF KNEE%
OR SP2 CLIPS
CLIPS AT BASE
2x BLOCKING
MIN 2x4 STUD
O/C
2x P.T. PLATE
1/2" x 8" A.B. OF
O.C. & 6" FRON
CENTER ON BF
TOP KNOCK 01
COURSE W/ (1)
CONT.
3/4"=1'-0"
(2) 2x PLATE
LAST STUD OF i
KNEE WALL JOINING
UP TO MAIN HOUSE
WALLS SHALL BE
ATTACHED TO MIN.
(2) 2x FULL HEIGHT
WALL STUDS W/ i
(2)-16d NAILS @ 12"
O.C.
MIN. 2x4 SPF #2 KNEE
WALL WITH STUDS @
16" O.C. W/
STRUCTURAL
SHEATHING ON BOTH
SIDES FROM TOP OF
WALL TO BOTTOM OF
BEAM. ATTACHED PER
NAILING SCHEDULE
NFO KNEEWALL AT UPSET BEAM
(2) 2x BUILT-UP COL.
2x BLOCKING W/ —
(2) 12d NAILS @
EACH END
SIMPSON LSTA30 W/
(22) 10d NAILS (ALL
CORNER CONDITIONS
STRAP AROUND
TALLER STUD)
(2) 2x TOP PLATE
ATTACH 2x TO —
BUILT-UP W/ (2)
ROWS OF 10d NAILS
STAGGERED @ 8"
O.C.
INS
KNEEWALL ABOVE MASONRY WALL
SHEATHING PER PLAN
TYP. TRUSS TO FRAME
CONNECTION PER
STD.CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE AS REQ'D
(2) 2x #2 SYP SEE PLAN
FOR BEAM SIZE
BUILDER FRAME
RADIUS AS REQ'D
3/4"=1'-0"
(2) 2x TOP PLATE
SEE FLOOR PLAN FOR
MORE BRG. WALL INFO
3/4"=1'-0"
IF REQ'D, PROVIDE
CLOSURE WALL w/
SINGLE TOP AND BASE
PLATE w/ (2) 16d NAILS
TO TRUSS. STUDS @
24" O.C. & EXT.
SHEATHING INSTALLED
PER NAILING PATTERN
CRICKET AS REQUIRED
MAIN SPAN ROOF
TRUSS
UPLIFT CONNECTOR
(SEE SCHEDULE)
MASONRY WALL PER
PLAN
STRUCTURAL
SHEATHING
TYP. TRUSS TO FRAME
CONNECTION PER
STD.CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE
LAST STUD OF
M
CONTRACTOR MAY ELECT TO BUCKET SHORT SPAN
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Z.
KNEE WALL JOINING
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NAIL AS SHOWN (5)
U_
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PER ARCHS
SEE FRAMING PLAN
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SEE ELEVATION
TOP OF MASONRY
SEE ARCH PLANS FOR
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RE. ELEV.
FOR O.H.
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MAIN FLOOR
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VERT REINF. BEYOND
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PLAN
TYPICAL ONE STORY CMU WALL SECTION
3/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTH CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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SIMPSON
DIAGONAL TO BEAM
SIMPSON HGA10 @ 48"
O.C.
SHEATHING NOT REQ'D
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TRANSITION FROM
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TRUSS
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SHEATHING PER PLAN.
EXT. SHEATHING;
ATTACH PER PLAN
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REQ'D GABLE END "L" AND/OR "T"
BRACING STRONG BACK PER GABLE
END BRACING CHART
2x4 SYP #2 TOP CHORD BRACING
@ 16" O.C. MIN (2) TRUSS BAYS
CONTRACTOR TO FIELD VERIFY WHICH BACK FROM GABLE END (MIN. 48") GABLE END
CONDITION IS REQUIRED. CONTACT EOR A23 DIAGONAL TO TRUSS PER
FOR ADDITIONAL INFO AS REQ'D TRUSS BOTTOM PLAN TYP.
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MAINTAIN 3 1/4"
H
BEARING WALL PER
BRACE TO PLATE
BRACING TYP.
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SPACING TO BE
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CLEARANCE BETWEEN
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1/2" J -BOLTS w/
2x4 SYP #2 BOTTOM
LOADS SUCH AS
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CABINETS OR HEAVY
REDUCE DTC SPACI
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GABLE END @ FLAT CEILING CONNECTIONS
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FOR CLIP
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TO WALL SINGLE TOP
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PLAN. STUDS @ 24"
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BLOCK & TRUSS
LOCATIONS CARRYING BOTTOM CHORD/
LOADS SUCH AS
TRUSS BLOCKING.)
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SINGLE 2x TOP PLAT
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48" O.C. NOT REQ'D
6' FROM EAVES
GABLE BRACING CHART
H
GABLE BRACING +
UP TO 4'-8"
NO BRACE REQUIRED
4'-8" < H 6 7'-0"
(1) 2x4 BRACE
7'-0" < H:6 9'-4"
(2) 2x4 BRACE (SEE SECTION A -A)
9'-4" < H 614'-0"
STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H618'-8"
STRONGBACK W/ (2) 2x4 BRACE
A -A GABLE VERTICAL BRACING
GABLE END BRACING
2x4 BRACE IF REQ'D
SEE CHART.
10d COMMON NAILS @
6" O.C.
GABLE VERTICAL
2ND 2x4 BRACE IF
REQ'D, SEE CHART
3/4"=1'-0"
WHERE O.H. IS > V-0", DROP GABLES
w/ OUTLOOKERS @ 24" O.C. TO RUN V-0" MAX PLYOOD CANT. O.H.
BACK TO 1 ST COMMON TRUSS WITH SEE ELEV. FOR
(3) 12d TOENAILS. CONNECT TO O.H. SIZE
DROP GABLE WITH H2.5 CLIP. MAX
2'-0" O.H.
\ L CONT. 2x4
\ 2x4 DIAGONAL BRACE
@ 48" O.C. TO 3RD BAY
\ \ REQ'D w/
\
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\ CHART
\ \ GABLE BRACING (+)
SEE CHART
TYP. NON -LOAD
BEARING WALL PER
PLAN. STUDS @ 24"
O.C. MAX. STUD
SPACING TO BE
REDUCED DOWN TO
16" O.C. MAX. @
LOCATIONS CARRYING
LOADS SUCH AS
CABINETS OR HEAVY
SHELVING.
HOLD TOP OF
NON -LOAD BEARING
WALL DOWN 1--l"
BELOW BOTTOM OF
TRUSS BOTTOM
CHORD.
STRONGBACK IF
REQ'D PER
CHART
A GABLE END
SHEATHING
FASTEN PER
SEE GABLE
CONNECTION DETAIL
FOR REQ'D
CONNECTIONS
2x4 ATTACHED TO EA.
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WITH (2) 10d NAILS
(1) A23 FROM —
STRONGBACK TO
DIAGONAL
2x6
10d COMMON NAILS @
8" O.C.
LEDGER @ LOW ROOF
STRUCTURAL
SHEATHING
ATTACHED PER
NAILING SCHEDULE
2x4 #2 SYP CONT. W/
(2) 16d COMMON
NAILS EA. STUD OR
TRUSS MEMBER,
TYP. (MAX. 24" O.C.).
IF MASONRY, USE (2)
1/4" TAPCONS W/
MIN. 2" EMBED. @ 24"
O.C.
TRUSS OR ROOF
SYSTEM
WOOD/MASONRY
WALL OR TRUSS,
SEE PLAN
3/4"=1'-0"
STUD U.N.O. SEE BEARING
WOOD WALL SCHEDULE ON
NOTES & CONNECTOR
LEGEND SHEET FOR MORE
INFORMATION
NOTE: REQUIRED NUMBER OF
KING STUDS PER THE HEADER
SUPPORT SCHEDULE ON
NOTES & CONNECTOR LEGEND
SHEET. QUANTITY OF KING
STUDS SHOWN ON FRAMING
PLANS SHALL SUPERSEDE THE
QUANTITY AS SHOWN ON
STANDARD DETAILS
(2) ROWS 12d NAILS
STAGGERED @ 12"
O.C. EA. FACE OR (3)
ROWS 12d NAILS
STAGGERED @ 12"
O.C. FOR 2X10 OR
GREATER HEADER
LSTA30 HEADER TO
STUDS U.N.O.
DOWNFRAME TO
DOOR SIM TO
WF01/SD3
2X STUDS TYP.
ATTACH JAMB STUDS
PER WF08/SD3
BASE PLATE TO BE
ATTACHED TO FTG
USING 1/2" 0 J -BOLTS
OR EPDXY ANCHOR @
6" FROM EA. END OF
BASE PLATE & WALL
OPENINGS & 32" O.C.
W/ 7" MIN EMBED. & 2"
WASHER. AT SLAB
STEP DOWNS, EMBED.
MUST BE 7" BELOW
STEP
P.T BASE PLATE
NOTE: JACK STUDS SHALL BE
INDICATED ON FRAMING
PLANS BY THE DIAMOND
DESIGNATION AND SHALL BE
THE BEARING SUPPORT
MEMBERS FOR HEADERS. IF
NO JACK STUD DESIGNATIONS
,ARE SHOWN, REFER TO THE
HEADER SUPPORT SCHEDULE
ON NOTES & CONNECTOR
PER HEADER SCHED. THEN
ATTACH ADDIT'L KINGS AS
REQ'D.
TYPICAL HEADER DETAIL
2X CRIPPLES @ 16" O.C.
W/ SIMPSON SP2 TYP.
TOP AND BOTTOM IF
HEADER IS NOT FLUSH
AGAINST TOP PLATE
* WHEN STUD LENGTH
IS < 12" USE LSTA30
STRAPS AT EA. STUD
WRAPPED OVER TOP
PLATE & NAILED TO
HEADER EA. SIDE W/
(11) 10d NAILS
SP4 TOP OF CRIPPLE AT
STRAP LOCATION
(2) ROWS 12d NAILS
STAGGERED @ 12" O.C.
EA. FACE OR (3) ROWS
12d NAILS STAGGERED
@ 12" O.C. FOR 2X10
OR GREATER HEADER
SEE HEADER
SCHEDULE FOR
HEADER CONNECTION
INFORMATION
LSTA30 HEADER TO
STUDS U.N.O.
FILLING AND BLKING
AS REQ'D W/ (2) ROWS
OF 12d @ 16" O.C. TO
HEADER UNO
2X STUDS TYP.
ATTACH JAMB STUDS
PER WF08/SD3
BASE PLATE TO BE
ATTACHED TO FTG
USING 1/2" J -BOLTS OR
EPDXY ANCHOR @ 6"
FROM EA. END OF BASE
PLATE & WALL
OPENINGS & 32" O.C. W/
7" MIN EMBED PER BRG
WALL SCHEDULE. AT
SLAB STEP DOWNS,
EMBED. MUST BE 7"
MIN. BELOW STEP
P.T BASE PLATE
SP4 @ BASE OF EA.
STUD U.N.O. SEE
BEARING WALL
SCHEDULE ON NOTES &
CONNECTORLEGEND
SHEET FOR MORE INFO.
1/2"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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48h
TYPICAL TOP PLATE SPLICE () BRG. WALL
3/4"=1'-0"
(2) 10d NAILS @ 3" O.C. —
WITHIN 48" OF SPLICE
THEN (2) ROWS 10d NAILS
@ 8" O.C. OTHERWISE
ATTACH 2x4 STUDS TO
TOP PLATE W/ (3) 12d
TOE -NAILS TYPICAL AT
ALL LOCATION
2x4 WALL BEYOND —
AGAINST 2x8 STUDS
ATTACHED PER
(WF08/SD3)
ATTACH 2x8 STUDS TO
TOP PLATE W/ (4) 12d
TOE -NAILS TYPICAL
AT ALL LOCATION
DOUBLE 2x4 TOP NAIL FIELD INSTALLI
PLATE TOP PLATE TO FRAN
PROVIDE 2x4 ON TOP WALL OR PRE -
OF 2x8 TO PAD OUT ASSEMBLED WALL
TOP PLATE. ATTACH PANEL W/ (2) 10d NA
W/ (2) 10d NAILS 3" O.C. @ 8" O.C. (FOLLOW
NAILING
(SOLID BLOCK W/ 2x6)
REQUIREMENTS THI
DETAIL FOR ALL TOF
PLATE SPLICE
LOCATIONS)
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TOP SPLICE —
DOUBLE 2x8 TOP
PLATE
TOP PLATE TRANSITION (2X4 TO 2X8 WALLS)
MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL 0 NAIL SHEATHING AT FRAME WALL BOTTOM PLATE &
2x DBL TOP PLATE 1 SHEATHING INSTALLED VERTICALLY AT FLOOR SYSTEM (I -JOIST OR SYSTEM42 / FLAT
BEYOND711-@
OR HORIZONTALLY TRUSS) TOP & BOTTOM USING (1) ROW OF 8d NAILS @
Z 3" O.C. SEE WS10 AND WS11 FOR ADDITIONAL INFO.
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TT- — -TI — — Tr- — I T—
TRUSS AND
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NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d
INSTALLED ABOVE, FASTEN
PLAN TYP.
WALL SPLICE, FIELD
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NAILS @ 3 O.C.
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NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS
SHEATHING W/ 8d NAILS 6"
SDS SCREWS @ 16"
O.C. AT EDGES AND 12" O.C.
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IN FIELD. FASTEN TOP
TO MASONRY w/ 2x4 PT
PLATE TO VERTICAL STUDS
SYP #2 LEDGER w/ 1/4"
a. O
@ 3 O.C. IN HORIZONTAL CONDITIONS
ROOF TRUSSES @ 24"
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HGAM10 TOP AND BOTTOM
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NAIL INT. W/ 8d NAILS @ 12" O.C. & NAIL EDGES 6" O.C.
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WALL SHEATHING
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III I I I I I I
III I I I I I
SPLICE, SEE SPLICE
DETAIL. MAX 1/8"
5O
PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO
OPENING
ADDITIONAL HGAM10 FROM
SPACE BETWEEN
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III
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PANELS
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WRITTEN
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SPECIFICATIONS
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EXTERIOR SHEATHING
AROUND
2x STUDS BEYOND,
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SHEATHING BETWEEN
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STRENGTH ORIENTATION
FLOOR SYSTEM
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— — — — —
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CUT TO FIT
2x BOTTOM PLATE
STUD PER PLAN
JOINT, MAX. 1/8" GAP
OPENING SIZE
1
BEYOND SEE PLAN
SHEATHING DIAGRAM
2x6 BLOCKING PLACED
(2) ROWS OF 8d NAILS
ir
FLATWISE W/ (2) 16d
@ 3" O.C. TOP & BOT.
F1 EXTERIOR SHEATHING SCHEDULE
NAILS EACH END
OF SHEATHING SPLICE
SCALE: 3/4"=1'0"
GYPSUM WALLBOARD SHFATHINr. SPI irF nFTAII
PLATE
. ,., PLATE
TO EACH PLY OF BUILT
UP COLUMN BELOW W/
(2) 10d NAILS
TOP PLATE CORNER TRANSITION
A4
yi, D= NAIL SPACING
- ° ° PER NOTE #2
M N T 1
M D I I SHEATHING PER PLAN
WALL DOUBLE TOPD/2
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PLATE PER PLAN
DOUBLE NAIL EDGE SPACING
SHEATHING PER PLAN 3/8" S= NAIL SPACING
S S PER NOTE #1
M M
SINGLE NAIL EDGE SPACING
PRE ENGINEERED
SHEATHING PER PLAN
TRUSS AND
IF PERPENDICULAR TRUSS
CONNECTIONS PER
INSTALLED ABOVE, FASTEN
PLAN TYP.
2x8 #2 SYP TOP PLATE TO
SDS SCREWS @ 16"
TRUSS W/ (2) 12d TOENAILS
O.C. MAX.;
2x8 SYP #2 P.T. VERTICAL @
TO GABLE END STUDS
16" O.C. FASTEN EXT.
a
<
SHEATHING W/ 8d NAILS 6"
SDS SCREWS @ 16"
O.C. AT EDGES AND 12" O.C.
O.C. MAX.;
IN FIELD. FASTEN TOP
TO MASONRY w/ 2x4 PT
PLATE TO VERTICAL STUDS
SYP #2 LEDGER w/ 1/4"
W. (4) 12d NAILS
x 2 3/4" TAPCONS @12"
ROOF TRUSSES @ 24"
O.C.
HGAM10 TOP AND BOTTOM
o
PLATE TO CMU WALL W/ (4)
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U
1/4" x 1 1/2" SDS SCREWS & (4)
D01 TYPICAL SHED ROOF DETAIL
1/4" x 2 3/4" TAPCONS TO CMU
°
@ 32" O.C. & MIN. 6" FROM
ENDS. IF HEADER HEIGHT
EXCEEDS 2'-0" ADD AN
�...
ADDITIONAL HGAM10 FROM
00
CENTER OF EACH STUD TO
POCKET SGD
CMU @ 32" O.C. MAX
ATTACHMENT BY
(2) 2x8 SYP #2 P.T. BOTTOM
BUILDER. REFER TO
PLATE W/ (3) 12d NAILS @
MANUFACTURER'S
EACH VERTICAL, EACH PLY.
WRITTEN
STAGGER NAILS AS
SPECIFICATIONS
REQUIRED
SO HEADER @ POCKET SLIDER
1 /2"=1'-0"
NOTE:
MIN. 15/32" OR 7/16" STRUCTURAL 1 SHEATHING. SHEATHING TO BE
EXPOSURE 1 RATED AND CAN BE INSTALLED EITHER VERTICALLY OR
HORIZONTALLY
1/8" MAX GAP REQUIRED BETWEEN EXTERIOR SHEATHING AND
MASONRY/CONCRETE UNLESS FELT PAPER IS PRESENT. 1/8" GAP
BETWEEN SHEETS OF PLYWOOD TO BE MAINTAINED
NOTE: CONTRACTOR TO TAKE CARE NOT TO OVER DRIVE NAILS. IF NAILS
ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE
REMOVED & REPLACED. IF MORE THAN 50% OF THE SHEATHING IS
OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS
EXTERIOR WALL/TRUSS
12
4 (MIN.)
SIMPSON H3 CLIP
2x6 SYP #2 LEDGER.
TO STUDS w/ (2) 1/4" X
4'/z" SIMPS. SDS
SCREWS @ 16" O.C.
MAX.;
TO GABLE END STUDS
W/ (2) 1/4" X 3'/" SIMPS.
SDS SCREWS @ 16"
O.C. MAX.;
TO MASONRY w/ 2x6
PT SYP #2 LEDGER w/
(2) 1/4" x 2 3/4"
TAPCONS AT 12" O.C.
1/2"=1._011
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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SHEATHING PER PLAN
2x4 SYP #2 LEDGER.
TO STUDS OR BEAM w!
(4) 10d NAILS FOR
(2) 1/4" X 4'/" SIMPS.7
CONV. FRAMED
SDS SCREWS @ 16"
MEMBERS ONLY
O.C. MAX.;
TO GABLE END STUDS
w/ (2) 1/4" X 3%" SIMPS. 3'-0" MAX
w
SDS SCREWS @ 16"
FASCIA PER
O.C. MAX.;
COMMUNITY SPECS
TO MASONRY w/ 2x4 PT
2x4 SYP #2 OR
SYP #2 LEDGER w/ 1/4"
PRE-ENGINEERED
x 2 3/4" TAPCONS @12"
ROOF TRUSSES @ 24"
O.C.
O.C. MAX.
SIMPSON H3 CLIP
DESIGNED FOR
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SHINGLE ONLY
D01 TYPICAL SHED ROOF DETAIL
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1/2"=1._011
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
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