HomeMy WebLinkAbout2820 Gipper Cir 18-2555 (a)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. IF PERIMETER TREATMENT USED, INSTALL SENTRICON BAITING
STATIONS.
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 40 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. 24" 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 WINDOWSILLS TO BE NO MORE THAN 111
.
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 40 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. 25" 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 Win Z 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-63 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-B3. ("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-B3).
-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"4" 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 1st (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 +1/2"-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/s' 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) 139 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
TB -1
WIND PRESSURE & SUCTION
EFFECTIVE
FLOOR PLANS
ELE-1
(PSF)
WIND
INTERIOR DETIALS & STAIR SECTION
INT -2
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
FRONT AND REAR ELEVATIONS
ELV-2
- VALUE DENOTES SUCTION
AREA
)
O
10
(+) 21.2
(+) 21.2
�
-) 22.9
(-) 28.3
20
(+) 20.2
(+) 20.2
S3
(-) 22.0
- 26.4
50
(+) 19.0
(+) 19.0
S5.1
(-) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
SD2
(-) 19.8
- 22.0
GARAGE DOORS
V-0" x 7'-0"
16'-0" x 7'-0"
SD5
(+)18.4
+
GENERAL STAIR DETAILS
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM
5
4 4 a
��5�
55
a
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 5'-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.
RECORD COPY
REVIEWED FOR CODE COMPLIANCE
PLA, EXAMINER
DATE
SFt E3fi�i�lN_aDIVISIN
SHALL uE CONSTRUED TO BF A
LiCENSET :, i; CEED VU1T�i THE �VORKAND NOT AS
AUTH 01<<? f ../I_,IATE. CANCEL ALTER OR SET
S'DF �',^� � L>F � HE, i ROVISIONS OF THE TECHNICAL
DES. f'!!F.'_L !�S!_JANCE OF A PERMIT PREVENT
THE t3:;; :pr 0� !'_ROM THEREAFTER
A CORRECTION OF ERRORS IN PLANS,
CONS RUCTION OR VIOLATIONS OF THIS CODE
)NIPACT!0IN TEST
REQLJIRED
P?esulis to be Verijiee
at Slah Inspection
David Wee e y Homes
REAGAN POINT- LOT 26
MODEL 7511 McBRIDE ELEVATION'A I
GARAGE SOUTH
2820 GIPPER CIRCLE
SANFORD, FL. 32773 W
INDEX OF DRAWINGS
SHEET
SHEET TITLE
S1
STRUCTURAL NOTES & COVER
PHS
UPDATES
FS -1
FOUNDATION FORMS PLAN
TB -1
TIE BEAM PLAN
PLN -1
FLOOR PLANS
ELE-1
UTILITY PLANS
INT -1
INTERIOR DETIALS & STAIR SECTION
INT -2
CLOSED STAIR SECTION
ELV-1
FRONT AND REAR ELEVATIONS
ELV-2
SIDE ELEVATIONS
RFP -1
ROOF PLAN
PLT -1
PLOT PLAN
D
5G'c�
�
zit
S2
FOUNDATION PLAN
S2.1
DOWEL LAYOUT PLAN
S3
FOUNDATION DETAILS
S4
LINTEL PLAN
S5
FIRST FLOOR FRAMING PLAN
S5.1
NOTES & CONNECTOR LEGEND
S5.2
ROOF FRAMING PLAN
SD1
GENERAL DETAILS
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
S D4
TWO STORY DETAILS
SD5
TWO STORY DETAILS
ST1
GENERAL STAIR DETAILS
MASTER UPDATES
NUMBER
DATE
DESCRIPTION
INTIALS
1
1/18/2017
CREATED ELEV. A& BAND MINOR OPTIONS (ACCU-SPAN)
EA
2
6/8/2017
UPDATED PLANS TO REMOVE STEM WALL - THIS COMMUNITY HAS
BEEN DETERMINED TO ALWAYS BE MONO.
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4/30/2018
TRUSS UPDATE PER ACCU-SPAN AND PLANS HAVE BEEN UPDATED
TO MEET F.B.C. 6TH EDITION (2017) RESIDENTIAL
JW
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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* ALL BEDROOM WINDOWS TO MEET EGRESS
* EQUAL SASH WINDOWS PER COMMUNITY SPECS.
* KITCHEN APPLIANCES PER COMMUNITY SPECS.
* STAIR TRIM PER COMMUNITY SPECS. SEE INT DETAIL
* EXTERIOR STEPS: MIN. 36" WIDE, 10" DEEP & MAX 7 3/4" HIGH
* MAX 11/2" HIGH THRESHOLD AT EXTERIOR DOORS
* MIN. 20 MINUTE FIRE RATED, 13/8" SOLID WOOD, OR 13/8" SOLID OR HONEYCOMB CORE
STEEL DOOR BETWEEN GARAGE & LIVING SPACE.
* 5/8" TYPE X (FIRE RATED) GYPSUM BOARD AT GARAGE CEILING WHEN HABITABLE ROOMS
ARE ABOVE.
* 1/2" GYPSUM BOARD AT ALL GARAGE WALLS/CEILINGS SEPARATING GARAGE FROM
RESIDENCE OR ATTIC.
* R312.2.1 WINDOW SILLS. IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE
WINDOW IS LOCATED MORE THAN 72 INCHES ABOVE THE FINISHED GRADE OR SURFACE
BELOW, THE LOWEST PART OF THE CLEAR OPENING SHALL BE A MINIMUM OF 24 INCHES
ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. OPERABLE
SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 -IN -
DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF FINISHED
FLOOR
* R609.7.1 ANCHORING REQUIREMENTS. WINDOW AND GLASS DOOR ASSEMBLIES SHALL BE
ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURE'S RECOMMENDATIONS TO
ACHIEVE THE DESIGN PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEMS USED FOR
SUBSTRATES NOT SPECIFIED BY THE FENESTRATION MANUFACTURER SHALL PROVIDE
EQUAL OR GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED
ENGINEERING PRACTICE.
* TUB/SHOWER WALL HT. VARIES PER TUB MAN. TUB/WALL HTS 20" OR 23" PER TUB SPECS.
VERIFY IN FIELD
* HVAC PLATFORMS VARY PER COMMUNITY. PLATFORM HT PER SPECS, VERIFY IN FIELD
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ELECTRICAL MATERIALS AND INSTALLATIONS
SHALL COMPLY W/ APPLICABLE PROVISIONS OF
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FLORIDA General Electrical Notes 06/13/16
* HOME SHALL HAVE AN APPROVED, OPERATIONAL CARBON MONOXIDE ALARM
INSTALLED WITHIN 10 FEET OF EACH ROOM USED FOR SLEEPING PURPOSES.
* PROVIDE AND INSTALL LOCALLY CERTIFIED SMOKE DETECTORS AS REQUIRED BY
NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) AND MEETING THE REQUIREMENTS OF
ALL GOVERNING CODES.
* PROVIDE AND INSTALL GROUND FAULT CIRCUIT INTERUPTERS (GFI) AS REQUIRED BY
NATIONAL ELECTRIC CODE (NEC) AND MEETING THE REQUIREMENTS OF ALL GOVERNING
CODES.
* ALL CIRCUITS, NOT GFCI PROTECTED OR FOR DEDICATED APPLIANCES, SHALL BE
ARC -FAULT PROTECTED AND ALL RECEPTACLES, NOT FOR DEDICATED APPLIANCES,
SHALL BE TAMPER RESISTANT TYPE.
* THE LAUNDRY AREA CIRCUIT MUST BE DEDICATED CIRCUIT TO SUPPLY
LAUNDRY EQUIPMENT AND MUST BE GFCI PROTECTED
* UNLESS OTHERWISE INDICATED, INSTALL SWITCHES & RECEPTICLES AT THE
FOLLOWING HEIGHTS ABOVE FINISED FLOOR:
SWITCHES ....... 42"
OUTLETS .......14"
OUTLETS w/ MOULDING .... 9" A.F.F.
TELEPHONE.... 14"
TELEVISION ..... 14"
WALL MOUNT TELEVSION.... HTS VARY (VERIFY @ SELECTION PROCESS)
TELEPHONE/CABLE/OUTLETS @ COMMAND CENTER .... 54" TYP. (VERIFY @
SELECTION PROCESS)
* ALL CLG. FIXTURES VARY PER COMMUNITY (SEE ELEC. SHEETS)
* PHONE, CABLE & TV PER COMM. SPECS. VERIFY LOCATIONS @ SELECTION PROCESS
* HOME SECURITY LOCATION @ UTILITY ROOM. VERIFY LOCATION IN FIELD
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HANDRAIL ENDS SHALL BE RETURNED OR SHALL
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* VERTICAL 1x6'S TO EXTEND TO SIDE WALLS
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ROOF VENT CALCULATION:
ATTIC SQ. FT. / 300: 1457 / 300 = 4.86
4.86/2=2.43x144=350
ROOF VENT = 350 / 138 SQ. IN. = 2.53 VENTS
ROOF PLAN
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2007 ROC
CALCULATION
WITHIN PROPERTY LINES
SLAB: 1457
FLATW0RK:486
LOT: 3353
COVERAGE:57.9%
SOD AREA: 1110
NOTE: AVG 300 SQ.FT. OF SOD IS
SUBTRACTED FROM SOD AREA
TOTAL
FOR LANDSCAPE.
el
ARC TABLE
ARC LEN. RAD. CHRD. BRG. CHRD. LEN.
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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 3-1/2" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE
FABRIC PLACED AT MIDDLE OR UPPER 1/3 OVER SLAB DEPTH ON 6 MIL.
VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO
WWF, 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 25".
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.
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MIN (9) # 5 E.W.
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60"x60"x16" dp w/#5's EQUALLY SPACED EA.
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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 3-1/2" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE
FABRIC PLACED AT MIDDLE OR UPPER 1/3 OVER SLAB DEPTH ON 6 MIL.
VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO
WWF, 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 25".
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
■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO
TIE BEAM ( 7'-4" MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG
TO TIE BEAM.
0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
#5 CONT. FT.G TO TIE BEAM.
FOUNDATION PLAN
1/4"=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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54"x54"x16" dp w/#5's EQUALLY SPACED EA.
4.5
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MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.
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.
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MIN (9) # 5 E.W.
BARS & 3" MIN, COVER TO EDGE OF CONC.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5
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MIN (10) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
SYMBOLS LEGEND
■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO
TIE BEAM ( 7'-4" MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG
TO TIE BEAM.
0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
#5 CONT. FT.G TO TIE BEAM.
FOUNDATION PLAN
1/4"=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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DOWEL LAYOUT PLAN_
1/4"=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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S2.1
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MASONRY WALL MASONRY WALL
SEE PLAN I� j SEE PLAN
CONCRETE SLAB PER All
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FO TYPICAL EXTERIOR FOOTING FO TYPICAL GARAGE CURB FOOTING
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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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DATE:
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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)
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVECD
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.
LINTEL DESIGNATION SCHEDULE
LINTEL F = FILLED WITH GROUT
MARK REQUIREMENTS U = UNFILLED
R = RECESSED & FILLED WITH GROUT
O 8R6-1 B/1 T QUANTITY OF #5 REBAR @
GRADE 40
GRADE 60
BAR SIZE
BEND 0
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TYPICAL MASONRY CONSTRUCTION
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SEE DOWEL LAYOUT
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INTO HEADER. NAIL EACH PLY AND
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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)
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVECD
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.
LINTEL DESIGNATION SCHEDULE
LINTEL F = FILLED WITH GROUT
MARK REQUIREMENTS U = UNFILLED
R = RECESSED & FILLED WITH GROUT
O 8R6-1 B/1 T QUANTITY OF #5 REBAR @
GRADE 40
GRADE 60
BAR SIZE
BEND 0
d
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107
X-2" 1217 2165/1969 6113/2931 8672/4576 10000 / 6224
" .
NO
-SHEAR WALL AT
OPENING
6'-2" 488 991/991 2661/2143 5681/2698 6472/3685
TYPI
AL SHEAR WA
L SEGMENT
17/8
41/4
7
15
21/4
41/4
91/4
d' a
#4
21/2
5 5/8
91/2
TYPICAL MASONRY CONSTRUCTION
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
3/4"=1'-0"
1
LINTEL W/ TRANSOM DETAIL
3/4"=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)
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVECD
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.
LINTEL DESIGNATION SCHEDULE
LINTEL F = FILLED WITH GROUT
MARK REQUIREMENTS U = UNFILLED
R = RECESSED & FILLED WITH GROUT
O 8R6-1 B/1 T QUANTITY OF #5 REBAR @
GRADE 40
GRADE 60
BAR SIZE
BEND 0
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107
X-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" 416 752/699 1843/1625 3486/2602 6390/3302
8'-0" 354 726/699 1843/1625 3486/2255 6205/2885
#3
17/8
41/4
7
15
21/4
41/4
91/4
24
#4
21/2
5 5/8
91/2
20
3
55/8
121/2
32
#5
31/8
7
113/4
25
33/4
7
1151/2
40
#6
33/4
81/16
14
30
41/2
81/16
18112
48
#7
1 43/8
19 13/16
16 1/2
35
51/4
913/16
21 3/4
56
U
m
LAP SPLICE EMBEDDED STANDARD 90° HOOK STANDARD 180° HOOK
REBAR SPLICE DETAIL
3/4"=1'-0"
#3=2%"
#4=2%"
#5=2%"
#6 = 3„
#7=3%"
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
STANDARD 90 DEGREE HOOK
TYP. BOND BEAM 8" x 8" x 16" K.O.
LINTEL BLOCK FILL W/ 3000 psi CONC.
W/ (1) #5 DIA. REBAR
STD. 90 DEGREE ANGLE 3000 psi
CONC. W/ (1) #5 DIA. REBAR
8" x 8" x 16" CMU U.N.O.
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., AND LOTT'S CONCRETE
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVECD
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.
LINTEL DESIGNATION SCHEDULE
LINTEL F = FILLED WITH GROUT
MARK REQUIREMENTS U = UNFILLED
R = RECESSED & FILLED WITH GROUT
O 8R6-1 B/1 T QUANTITY OF #5 REBAR @
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, AND LOTTS
Q
%
�'Q
20'-0" 0 180/0 598/0 1024/0 1441/0
STANDARD LINTEL NOTES
STANDARD LINTELS
--LEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24 -113/8F24-0131 8F32 -1131/8F32-013
1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
OPENINGS. U.N.O.
3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO
HAVE MIN. 8" BEARING EA. END
4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN
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.
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
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
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
Z-2" 1783 3069/3069 6113/5163 8974/8054 10000 / 10000
2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107
X-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" 416 752/699 1843/1625 3486/2602 6390/3302
8'-0" 354 726/699 1843/1625 3486/2255 6205/2885
9'-2" 315 618/535 1533/1247 2781/1946 4754/2489
10'-0" 292 567/454 1366/1277 2423/1770 4006/2263
rn
* �j� i� co a
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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
14'-0" 0 292/0 1160/0 1660/0 2439/0
16'-0" 0 284/0 950/0 1379/0 1997/0
MATERIALS
18._0 0 211/0 750/0 1177/0 1676/0
NOMINAL HEIGHT
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1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVECD
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.
LINTEL DESIGNATION SCHEDULE
LINTEL F = FILLED WITH GROUT
MARK REQUIREMENTS U = UNFILLED
R = RECESSED & FILLED WITH GROUT
O 8R6-1 B/1 T QUANTITY OF #5 REBAR @
_
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20'-8" 0 145/0 550/0 981/0 1376/0
22'-8" 0 110/0 450/0 824/0 1147/0
RECESSED LINTELS -FILLED
CLEAR OPENING 8R6-1B/8R6-0B 8R14-1B/8R14-0B 8R22-1 B/8R22-OB
2'-4" 1694/1694 3725/3280 5499/5421
LU
Q
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�— QUANTITY OF #5 REBAR AT TOP
LL
O
2'-8" 1425/1425 3343/3280 4933/4933
3'4" 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
6-4" 526 / 434 1539 / 1539 1329 / 2267
7'-4" 480/322 1334/1334 1964/1552
8'-4" 415/235 1152/1152 1694/1552
0
8R14-1B/1T
NOMINAL HEIGHT
coz
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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
6'-0"
O
11
LINTEL PLAN
1/8"=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.
0
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BOTTOM OF LINTEL CAVITY
8F16-1B/1T
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a
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-
--
7-5/8" ACTUAL IN LINTEL (VARIES)
;
0
8F24-0B/1T
8" NOMINAL WIDTH
0
w
FILLED
O"
8R30-1B/1T
U
°
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8F32-1B/1T
1-1/2" CLEAR~
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--* BOTTOM REINFORCING PROVIDED
a
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0
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8F40 -0B/1T
7-5/8" ACTUAL IN LINTEL (VARIES)
8" NOMINAL
w
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8F8 -0B/1T
WIDTHj
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J
UNFILLED
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SAFE LOAD TABLE NOTES
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F--
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I--'
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1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED
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LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL
p
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RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
�=
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2. 0= NOT RATED.
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3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
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=
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5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
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6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
w
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7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
z
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FIRST FLOOR FRAMING
PLAN
E: SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND 1/4"=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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S5
BEARING WOOD WALL SCHEDULE
AO
STUD
LUMBER
CONNECTION & FASTENERS
UPLIFT
SPF #2 BUILT UP STUD COLUMN
TAG
PACING
SPECIES
CAP.
(plfl
BLOCKING
TOP
BOTTOM
SPF #2 BUILT UP STUD COLUMN
HO
(3)2X4 SYP #2 BUILT UP STUD COLUMN
(3)12d
(3)12d
O(2)2X8
SYP #2 BUILT UP STUD COLUMN
BW1
16"
SPF
TOENAILS/ END
TOENAILS/ END
NO
MID -SPAN
ENGINEERED LUMBER COLUMN PER STRUCTURAL
(2)2x10 #2 SYP
COVER SHEET.
NAILS
NAILS
UPLIFT
(1)ply 1985
BWZ
16"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
570 If
p
MID -SPAN
BW3
16"
SPF
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12" NAILS
570 If
p
3rd. PT.
BW4
12"
SPF
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
1/2" X 11 7/8" ENGINEERED LUMBER COLUMN PER STRUCTURAL
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
COVER SHEET
O5
1/4" X 9 1/2" ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET
UPLIFT
(2)HTS20 w/(24)10d x 12" NAILS
STANDARD COLUMN NOTES
1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T.
NAILS
NAILS
POSTS. AT EXTERIOR CONDITIONS
4x4: ABU44 w/(12)16d NAILS & 8" EPDXY ANCHOR w/MIN.
BW5
12"
SPF
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12' NAILS
760 If
p
MID -SPAN
BW6
12
SPF
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12" NAILS
760 pif
it
s d. PT.
BW7
16"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
12" EMBEDMENT
FRAME TO CMU
3140
3140
UPLIFT
HTT4 w/(1 8)16d x 22' NAILS & 8" EPDXY ANCHOR w/SIMP. SET
2
TO BEAM: SIMP. HUC410 w/(18)16d &
w<JWap
NAILS
NAILS
FRAME TO CMU
3640
BW8
16"
SYP
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
664If
p
MID -SPAN
BW9
16"
SYP
SP4 W/(6)
SP4 W/(6)
664 plf
3rd. PT.
1020
1175
12
10d x 12" NAILS
10d x 12' NAILS
1110
1235
BW10
12"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
UPLIFT
MID -SPAN
STUDS TO BEAM/GT
833plf
928p1f
NAILS
NAILS
STUDS TO BEAM/GT
1235
BW11
12"
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12" NAILS
885 If
p
MID -SPAN
BW12
12"
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12' NAILS
885 plf
3rd. PT.
BW13
16"
SPF
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12' NAILS
280 If
p
MID -SPAN
HTT4 w/(18) 16d x 22' NAILS w 8' EPDXY ANCHOR w/SIMP. SET
@ 32"o.c.
@ 32"o.c.
19
EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE
BW14
12"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
380 If
p
MID -SPAN
20
(3)HTS20 w/(24)10d x 12' NAILS
@ 24"o.c.
@ 24"o.c.
STANDARD BEARING WALL W/STRAPS NOTES
1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O.
2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL
STUDS TO TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS.
3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS.
USE SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4.
4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R.
5. IF "BW" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD
CONNECTIONS.
6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END.
7. BASE PLATE TO BE ATTACHED TO FOOTING USING 2" J -BOLTS OR
EPDXY ANCHOR @ 4" FROM EA. END OF BASE PLATE & WALL
OPENINGS & AT 32" o.c. W/ 7" MIN. EMBEDMENT.
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 BE TONAILED/ENDNAILED TO THE PLATES & THE 2x
P.T. BASE PLATE CAN BE ATTACHED W/HARD CASED GUN NAILS AND
WILL NOT REQ. THE ANCHOR BOLT ATTACHMENT INDICATED IN THE
BEARING WALL NOTES.
9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1
U.N.O. ON PLAN.
10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL
WF09/SD2 U.N.O. ON PLAN.
11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A
BASE CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH
STUD TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6"
FROM THE COLUMN.
12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R.
FOR FURTHER REVIEW,
13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX.
ARE ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d
TOENAILS EA. SIDE AND CRIPPLES AT 24"o.c. AT 2 -STORY OPEN AREAS
INSTALL NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE
(P.T. IF AGAINST CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE
LEAVE A 1-1/2" GAP FROM TRUSS TO TOP PLATE AND ATTACH USING
EITHER (2)12d TOENAILS OR SIMPSON DTC CLIP. ATTACH BASE PLATE
WEITHER GUN NAILS @32"o.c. OR (2)12d NAILS TO EACH FLOOR TRUSS.
COLUMN SCHEDULE
AO
(2)2X4 SPF #2 BUILT UP STUD COLUMN
O(3)2X4
SPF #2 BUILT UP STUD COLUMN
O(4)2X4
SPF #2 BUILT UP STUD COLUMN
<8>(2)2X6
SPF #2 BUILT UP STUD COLUMN
OE
(3)2X6 SPF #2 BUILT UP STUD COLUMN
O(2)2X8
SPF #2 BUILT UP STUD COLUMN
O(3)2X8
SPF #2 BUILT UP STUD COLUMN
HO
(3)2X4 SYP #2 BUILT UP STUD COLUMN
JO
(2)2X6 SYP #2 BUILT UP STUD COLUMN
O(2)2X8
SYP #2 BUILT UP STUD COLUMN
OL
4x4 SYP #2 P.T. COLUMN
O6x6
SYP #2 P.T. COLUMN
NO
8x8 SYP #2 P.T. COLUMN
O3-1/2"x3-1/2"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
(2)2x10 #2 SYP
COVER SHEET.
O3-1/2"x5-1/4"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
FRAME TO CMU
(1)ply 1985
<8>3-1/2"x7"
3-1/2"x7" ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
(2)ply TRUSS (14) 16d x 12' NAILS
4'-0" TO 7'-11"
<8>3-1/2"x9-1/2"
3-1/2"x9-1/2" ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
El
H10A w/(18)10d x 12' NAILS OR
O5-1/4"x5-1/4"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
H10A 1140
4
O5-1/4"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
H10A-2 1070
H10A-2 1245
O7"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL COVER
SHEET.
PLATE
NAILS & (18)4"x24" TAPCONS
O3
1/2" X 11 7/8" ENGINEERED LUMBER COLUMN PER STRUCTURAL
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
COVER SHEET
O5
1/4" X 9 1/2" ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET
El
(2)HTS20 w/(24)10d x 12" NAILS
STANDARD COLUMN NOTES
1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T.
OR WOLMANIZED.
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID
POSTS. AT EXTERIOR CONDITIONS
4x4: ABU44 w/(12)16d NAILS & 8" EPDXY ANCHOR w/MIN.
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & a' EPDXY ANCHOR w/MIN.
7"EMBEDMENT
8x8: ABU88 w/(18)16d NAILS & (2)a" EPDXY ANCHORS w/
MIN. 7" EMBEDMENT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP AND
BASE PLATE U.N.O. ON PLANS.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
STANDARD NAIL SCHEDULE
STANDARD NAIL
GENERAL DIAMETER/ LENGTH
8d
.131" x 22"
10d
.148" x 3"
12d
.148" x 34'
16d
.162" x 32"
8d RING SHANK.113"
x 28"
NAILING NOTES
1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN INDICATED AS
LONG AS IT MEETS OR EXCEEDS THE DIAMETER AND LENGTH
INDICATED.
2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. MINIMUM NAIL
LENGTH PER CONNECTOR IS REQ. IF LONGER NAIL IS USED IT IS
ADEQUATE AS LONG AS IT DOES NOT EXTEND THRU THE MEMBER IT'S
BEING ATTACHED TO.
CONNECTOR SCHEDULE
TAG
SIMPSON CONNECTOR
TYPE
VALUES
VALUES
TO POST: SIMP. HTS20 OR MSTA18
H2x8
(2)2x8 #2 SYP w/2" FLITCH PLATE
SPF(Ib)
SYP(Ib)
(2)2x8 #2 SYP
META16 w/(8) 10dxl2' NAILS OR META20 w/(8)
B2x8
WITH 1/2" FLITCH
w/(6)10d NAILS & (14)4"x24"
1a
10d x 12' NAILS. AT PARALLEL TRUSS CONDITIONS USE
FRAME TO CMU
1450
1450
ON MASONRY: (1) SIMP. MSTAM24
LTA2 w/(10) 10d x 1" NAILS @ 24" O.C. U.N.O.
(2)1.75"x9.25" LVL
TO POST: SIMP. HTS20 OR MSTA18
H5.25xl 1.25
(3)1.75"x11.25" LVL
(2)META16 OR (2)META20
H3x12
(2)2x10 #2 SYP
(10) 10d NAILS
2❑
(1)ply TRUSS (10)10d x 12' NAILS
FRAME TO CMU
(1)ply 1985
(1)ply 1985
NAILS & (18)4'x24' TAPCONS
(2)ply TRUSS (14) 16d x 12' NAILS
4'-0" TO 7'-11"
(2)ply 1900
(2)ply 1900
El
H10A w/(18)10d x 12' NAILS OR
3
H10A 1015
H10A 1140
4
(2)ply TRUSS H10A-2 w/(18) 10d x 12" NAILS
FRAME TO FRAME
H10A-2 1070
H10A-2 1245
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
HTS20 w/(24)10d x 12' NAILS
PLATE
NAILS & (18)4"x24" TAPCONS
W
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
1245
1450
El
(2)HTS20 w/(24)10d x 12" NAILS
TO BEAM: SIMP. HUC410 w/(18)16d &
0
(10) 10d NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
2490
2900
6�
H2.5A w/(1 0)8d
FRAME TO FRAME
535
600
O
MTS 12 w/(14)10d x 12' NAILS
TO POST: SIMP. HTS20 OR MSTA18
�0 LU
LI..!
LU
TO BEAM: SIMP. HUC410 w/(18)16d &
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
860
1000
aMGT
w/(22)10d 5" EPDXY ANCHOR w/SIMP. SET EPDXY MIN.
z
O
NAILS & (18)4'x24" TAPCONS
12" EMBEDMENT
FRAME TO CMU
3140
3140
TO POST: SIMP. HTS20 OR MSTA18
HTT4 w/(1 8)16d x 22' NAILS & 8" EPDXY ANCHOR w/SIMP. SET
2
TO BEAM: SIMP. HUC410 w/(18)16d &
w<JWap
EPDXY MIN. 7" EMBEDMENT
FRAME TO CMU
3640
4235
10
E
HGT-2 w/(16)10d NAILS w/38" EPDXY ANCHOR w/SIMP. SET
NAILS & (18)-41"x24" TAPCONS
-
ON MASONRY: (2) SIMP. MSTAM24
EPDXY MIN. 5" EMBEDMENT
FRAME TO CMU
6280
6280
11
HTSM16 w/(8)10d NAILS & (4);1, 2a' TAPCONS
FRAME TO CMU
1020
1175
12
LSTA18 w/(14)10d NAILS
HEADER TO STUDS
1110
1235
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
2220
2470
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
833plf
928p1f
15
LSTA24 w/(18)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
1235
1235
16
MSTC28 w/(36)16d SINKERS CENTERED
STUDS TO BEAM/GT
2980
3455
17
MSTC40 w/ (52) 16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
4745
18
LTT20B w/(10) 10d NAILS & $' EPDXY ANCHOR w/SIMP. SET
COLUMN TO FTG.OR
EPDXY MIN. 7" EMBEDMENT
CMU
1290
1500
HTT4 w/(18) 16d x 22' NAILS w 8' EPDXY ANCHOR w/SIMP. SET
19
EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE
COLUMN TO FTG.
3640
4235
18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS
20
(3)HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
3735
4350
21
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS
FRAME TO CMU
2420
2800
22
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS
GIRDER TO COL./ BM
9100
4095
23
MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU
DOUBLE TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.
FRAME TO FRAME
3300
3965
INVERTED HDU5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
STANDARD CONNECTOR NOTES
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. META16, U.N.O. ON PLAN.
AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. META16 @ 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 @
24"o.c. OR 32"o.c.)
CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. MAX. AND AT EACH CORNER.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 FOR 2 -PLY U.N.O. ON PLAN
3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR.
IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS.
4. ATTACH GABLE TRUSS TO CANTILEVERED BEAM AT PORCHES USING (2) H2.5A U.N.O. SEE GE01 FOR ADDITIONAL
INFORMATION.
5. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
16. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
7. MISSED TIE -BEAM STRAPS: AT EACH MISSED META16 OR DOUBLE META16 STRAP LOCATION CONTRACTOR TO INSTALL:
(1) SIMPSON HTSM16 FOR TRUSSES WITH 1175 LBS UPLIFT OR LESS.
(2) SIMPSON HTSM16 (INSTALLED ON OPPOSITE FACES OF THE CMU) FOR TRUSSES WITH 1900 LBS UPLIFT OR LESS.
IF MORE THAN (3) TRUSSES IN A ROW HAVE A MISSED META16 CONTACT E.O.R. FOR FURTHER REVIEW.
STANDARD HEADER NOTES
1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN IS MINIMUM REQ'D. PER
LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT APPROVAL FROM E.O.R.
2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. ATTACH STUDS TOGETHER FOLLOWING
DTL. WF08/SD3.
3. NAIL #2 SYP HEADER PLIES TOGETHER USING:
(2) 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 HEADERS.
NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY.
CONTACT E.O.R. IF MEMBERS BUCKET INTO HEADER
4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING PER HEADER SCHEDULE.
5. IF MORE THAN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL REQ'D. NAILS FROM 1st KING INTO
HEADER THEN ATTACH ADDIT'L KING PER DTL. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS.
6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R.
7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT 2 STORY CONDITIONS. SEE 2ND
FLOOR NOTES FOR MORE INFO.
BEAM SCHEDULE
TAG
BEAM SIZE
CONNECTIONS
H2x6
(2)2x6 #2 SYP w/2' FLITCH PLATE
TO POST: SIMP. HTS20 OR MSTA18
H2x8
(2)2x8 #2 SYP w/2" FLITCH PLATE
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
H2x10
(2)2x8 #2 SYP
TO MASONRY: SIMP. HU48 OR HUC48
B2x8
WITH 1/2" FLITCH
w/(6)10d NAILS & (14)4"x24"
H3.5x5.5
PLATE
TAPCONS
H3.5x7.25
(2)1.75"x7.25" LVL
ON MASONRY: (1) SIMP. MSTAM24
H3.5x9.25
(2)1.75"x9.25" LVL
TO POST: SIMP. HTS20 OR MSTA18
H5.25xl 1.25
(3)1.75"x11.25" LVL
TO BEAM: SIMP. HUC410 w/(18)16d &
H3x12
(2)2x10 #2 SYP
(10) 10d NAILS
B2x10
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
PLATE
NAILS & (18)4'x24' TAPCONS
1
4'-0" TO 7'-11"
ON MASONRY: (1) SIMP. MSTAM24
2
8'-0" TO 9'-11"
TO POST: SIMP. HTS20 OR MSTA18
3
10'-0" TO 12'-0"
TO BEAM: SIMP. HUC410 w/(18)16d &
4
(2)2x12 #2 SYP
(10) 10d NAILS
B2x12
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
1.1.1
PLATE
NAILS & (18)4"x24" TAPCONS
W
ON MASONRY: (2) SIMP. MSTAM24
z
o 0 o M
~JJ� 7
TO POST: SIMP. HTS20 OR MSTA18
♦♦^^
0U)
TO BEAM: SIMP. HUC410 w/(18)16d &
0
(10) 10d NAILS
B3.5x11.25
(2)1.75"x11.25" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
J
m
NAILS & (18)4'x24" TAPCONS
Z
Z
Q a W Y 0
ON MASONRY: (2) SIMP. MSTAM24
O
TO POST: SIMP. HTS20 OR MSTA18
�0 LU
LI..!
LU
TO BEAM: SIMP. HUC410 w/(18)16d &
a.
Q
f-
(10) 10d NAILS
B3.5xl 1.875
(2)1.75"x11.875" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
z
O
NAILS & (18)4'x24" TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
O>QQN
TO POST: SIMP. HTS20 OR MSTA18
2
TO BEAM: SIMP. HUC410 w/(18)16d &
w<JWap
(10) 10d NAILS
B3.5x16
(2) 1.75"x16" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)-41"x24" TAPCONS
-
ON MASONRY: (2) SIMP. MSTAM24
TO POST: (2) SIMP. HTS20 OR MSTA18
ON MASONRY: (2) SIMP. MSTAM24
B5.25x16
(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
TO POST: (2) SIMP. HTS20 OR MSTA18
ON MASONRY: (2) SIMP. MSTAM24
B3.5x20
(2) 1.75"x20" LVL
* U.N.O.FASTEN LVL PLIES TOGETHER USING (4) ROWS
OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE
STANDARD BEAM NOTES
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
2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF 12d
NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM
3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END)
4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS.
5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT WRITTEN
APPROVAL FROM THE E.O.R.
6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS
HEADER SCHEDULE
TAG
HEADER
FASTENERS
H2x6
(2)2x6 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(6)
16d NAILS
H2x8
(2)2x8 #2 SYP w/2" FLITCH PLATE
ATTACH KING STUD TO HEADER w/(8)
16d NAILS
H2x10
2)2x10 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H2x12
2)2x12 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H3.5x5.5
(2)1.75"x5.5" LVL
ATTACH KING STUD TO HEADER w/(6)
16d NAILS
H3.5x7.25
(2)1.75"x7.25" LVL
ATTACH KING STUD TO HEADER w/(8)
16d NAILS
H3.5x9.25
(2)1.75"x9.25" LVL
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H5.25xl 1.25
(3)1.75"x11.25" LVL
ATTACH KING STUD TO HEADER w/(12)
16d NAILS
H3x12
(3) 2x12 #2 SYP w/ 2' FLITCH
PLATE BETWEEN PLIES
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
HEADER SUPPORT
SCHEDULE
OPENING SIZE
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
V-0" TO 3'-11"
1
1
4'-0" TO 7'-11"
2
2
8'-0" TO 9'-11"
2
3
10'-0" TO 12'-0"
3
4
ROOF NOTES:
1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN.
2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND
ELEVATIONS FOR BEARING HEIGHTS.
3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED.
CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED.
4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS
AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/
SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS
BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2)
12d TOENAILS.
5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE
CONTINUOUS FROM FLOOR TO CEILING.
6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING
ADDITIONAL LOADS:
A) ALL CEILING HUNG SOFFITS AND SOFFITS
WITH CABINETS AS SHOWN ON PLANS.
B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS.
7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS
OF ALL HARDWARE BEFORE INSTALLATION.
8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT
EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS
DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO.
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
TRUSSES
10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS
ABOVE THE GARAGE.
11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN
PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT.
OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO
CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP
DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW
AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE
PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS
SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR
TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS
NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF
CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS
LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
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
BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE
ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED
AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS.
CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER
THE CONTRACTOR OR A/C SUPPLIER.
BUILDER NOTE:
IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE
TRUSS MANUFACTURERS LAYOUT
----STOP----
AND CALL THE ENGINEER OF RECORD PRIOR TO
PLACEMENT OF ANY TRUSSES
I ROOF & EXT. WALL NAILING SHEATHING NOTES
ROOFS:
ROOF SHEATHING TO BE 15/32" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE)
FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6"
O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND
6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR
TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF
SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE
SPACED NO MORE THAN 24" O.C.
GABLE ENDS:
ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C.
AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER
EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS.
EXTERIOR WALLS:
SEE WF10/SD3 FOR MORE INFO.
NAILS:
NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS.
ALL OTHER SHEATHING 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. FASTENERS FOR PRESERVATIVE -TREATED
WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS
STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL BE IN
ACCORDANCE WITH ASTM A 153.
APA SHEATHING NOTE:
24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED
PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END
WITH (3) 10d TOENAILS.
FLOOR FRAMING NOTES
GENERAL NOTES
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.
4. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL
MECHANICAL CHASES AND PLUMBING TO AVOID CONFLICT.
5. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE
MANUFACTURER.
6. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND
ADDITIONAL INFORMATION REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH
DIMENSIONS NOT SHOWN HERE.
FLOOR SHEATHING NOTES
FLOOR SHEATHING TO BE 3/4" PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION
PERPENDICULAR TO SUPPORT (FLOOR TRUSSES).
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.
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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EXTERIOR FRAME WALL
SCHEDULE (DWH)
WALL HEIGHT
STUD & SPECIES
SPACING
SPACING
JOB No.
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INTERIOR ZONE
END ZONE
8'-0"
2x4 SPF #1/#2
16" O.C. MAX
16" O.C. MAX
9'-0"
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16" O.C. MAX
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16" O.C. MAX
16" O.C. MAX
10'-0"
2x4 SPF #1/#2
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12" O.C. MAX
EXTERIOR FRAME WALL NOTES
1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED
TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR
REQUIRED STUD SPACING.
2. SEE DETAIL WF10/SD3 FOR REQUIRED WALL SHEATHING THICKNESS
& NAILING PATTERN.
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE 4
NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF
SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN =
50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR
REVIEW OF EXTERIOR STUDS
3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE
MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS
4. SYP #2 STUDS MAYBE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY.
ULTIMATE WIND SPEED: 139 MPH EXPOSURE: B
WALL LEGEND
= 9'-4" T.O.M. = INTERIOR/EXTERIOR
BEARING WALLS VERIFY
HGT. W/ ARCHITECTURAL
PLAN U.N.O. OR LINTEL
STANDARD 2ND FLOOR FRAMING
NOTES:
1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR
WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR
TO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY- WS06/SD4 (STRAPS/ BASE
CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
ON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM- WS07/SD4 (STRAPS
SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR
SHEATHING IS NOT CONTINUOUS)
3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD4 U.N.O.
ROOF FRAMING PLAN
1/4"= 1 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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(1) #5 BAR IN PRECAST
LINTEL
(2) #5's VERTICAL IN
GROUT FILLED CELL
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
2x6x12 P.T. SYP #2
CENTER BUCK
io
1/2" J -BOLT W/ 5 1/2"
EMBED.
--2x P.T. SYP #2 NAILER
1 OF OPENING
MIN.
. W/ (1) 1/4"x2-3/4"
4" MIN. FROM TAPCONS @ 24" O.C. &
FACE OF CMU 4" FROM ENDS
- - --- ANCHOR NOT PERMITTED TO BE
INSTALLED WITHIN 1-1/2" OF HEAD JOINT
______ MIN. (6) 1/2" DIAMETER J -BOLTS USING 2"X2" SQ.
WASHERS & 5-1/2" MIN. EMBED. AT EA. 2x6 P.T. DOOR
- - - BUCK, EA. SIDE OF OPENING. FIRST ANCHOR
(BOTTOM & TOP) 8" MAX. ABOVE GARAGE F.F. & 6"
BELOW TOP OF BUCK SPACE REMAINING ANCHORS
VERTICAL REINFORCEMENT DETAIL
PRECAST LINTEL PER
PLAN
MASONRY WALL —
SEE PLAN
2x8 W/ (2) 16d TOE —
NAILS EA. END
2x SPF CONT.
BLOCKING ATTACH TO
7/16" OSB W/ (2) 8d
NAILS
7/16" OSB EA. SIDE, W/
6d NAILS @ 16" O.C. TO
SIDE & TOP NAILER
2x BUCK PER DETAIL
MD04/SDI
1/2"= 1 1-01,
NOTE: CUT BACK 2x8
P.T. @ TOP TO ALLOW
CONT. 2x4 BLOCKING
AROUND CURVE. MIN.
2 TAPCON ANCHORS
ARCH WINDOW FRAMING DETAILS
GARAGE F.F., EA. SIDE
— . - SECTION OF OPENING
WD07GARAGE BUCK DETAIL (MAX. 170C)
ARCH PER ELEV
1/2"=1'-0"
LINTEL (SEE PLAN)
7/16" O.S.B. EA. SIDI
2x BLK'G. TO O.S.B.
(2) - 8d EACH END
END VIEW w/ CMU
�— HEADER (SEE PLAN
ARCH PER ELEV
7/16" O.S.B. EA. SIDI
2x BLK'G. TO O.S.B.
(2) - 8d EACH END
END VIEW w/ WOOD
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
BEARING/ SHEARWALL CONNECTION TO CMU
3/4"=1'-0"
SEE TYPICAL HEADER
-RAMING DETAILS FOR
%DDITONAL
NFORMATION
HEADER CAN BE
=1THER UPSET OR
)OWNSET)
?x W/ (2) 16d TOE NAILS
:ACH END
(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. 1 4" 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
SHEATHING PER PLAN
TYP. TRUSS TO FRAME
CONNECTION PER
STD. CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE AS REQ'D
2x BUCK DETAIL
(2) 2x PLATE
LAST STUD OF i
KNEE WALL JOINING
LL:
FLSTA18
1011
TO MAIN HOUSE
SHEATHING FOR STRAP
(1) #5 VERTICAL IN
2 U';.
3) 16d COMMON
JOINING UP TO MAIN HOUSE
@ 24" O.C. MAX
NOTE: CONTRACTOR TO VERIFY
GROUT FILLED CELL (IF
—""�
(TYP) SEE ELEV.
12" O.C.
JAILS (TYP.)
BUCK TO CMU ATTACHMENT
REQ'D PER PLAN)
I-_ Q
ATTACHED TO MIN.
2x PLATES OVER ROOF DECK PER VALLEY
SHEATHING
LOCATIONS PER GARAGE DOOR
1
Q "'
3/16" x 3 1/4"
"
W U-
MFR.'S WRITTEN SPECIFICATIONS
NOTE: SEE MD08 ON
w
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WALL STUDS W/ (2)-16d NAILS
IF REQ'D, PROVIDE
O W
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LINTEL PLAN�
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SINGLE TOP AND BASE
r ¢ ----
END, 1 1/2" ABOVE
VERTICAL REINFORCEMENT DETAIL
PRECAST LINTEL PER
PLAN
MASONRY WALL —
SEE PLAN
2x8 W/ (2) 16d TOE —
NAILS EA. END
2x SPF CONT.
BLOCKING ATTACH TO
7/16" OSB W/ (2) 8d
NAILS
7/16" OSB EA. SIDE, W/
6d NAILS @ 16" O.C. TO
SIDE & TOP NAILER
2x BUCK PER DETAIL
MD04/SDI
1/2"= 1 1-01,
NOTE: CUT BACK 2x8
P.T. @ TOP TO ALLOW
CONT. 2x4 BLOCKING
AROUND CURVE. MIN.
2 TAPCON ANCHORS
ARCH WINDOW FRAMING DETAILS
GARAGE F.F., EA. SIDE
— . - SECTION OF OPENING
WD07GARAGE BUCK DETAIL (MAX. 170C)
ARCH PER ELEV
1/2"=1'-0"
LINTEL (SEE PLAN)
7/16" O.S.B. EA. SIDI
2x BLK'G. TO O.S.B.
(2) - 8d EACH END
END VIEW w/ CMU
�— HEADER (SEE PLAN
ARCH PER ELEV
7/16" O.S.B. EA. SIDI
2x BLK'G. TO O.S.B.
(2) - 8d EACH END
END VIEW w/ WOOD
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
BEARING/ SHEARWALL CONNECTION TO CMU
3/4"=1'-0"
SEE TYPICAL HEADER
-RAMING DETAILS FOR
%DDITONAL
NFORMATION
HEADER CAN BE
=1THER UPSET OR
)OWNSET)
?x W/ (2) 16d TOE NAILS
:ACH END
(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. 1 4" 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
SHEATHING PER PLAN
TYP. TRUSS TO FRAME
CONNECTION PER
STD. CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE AS REQ'D
2x BUCK DETAIL
(2) 2x PLATE
LAST STUD OF i
KNEE WALL JOINING
O2x
LAST STUD OF KNEE WALLUP
FLSTA18
1011
TO MAIN HOUSE
SHEATHING FOR STRAP
CO
PRE-ENGINEERED
3) 16d COMMON
JOINING UP TO MAIN HOUSE
SEE GE02/SD2 FOR
I
WALLS SHALL BE
TRUSSES PER PLAN @
(TYP) SEE ELEV.
12" O.C.
JAILS (TYP.)
WALLS SHALL BE ATTACHED
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
(2) 2x TOP PLATE
ATTACHED TO MIN.
2x PLATES OVER ROOF DECK PER VALLEY
SHEATHING
12" O.C.
1
TO MIN. (2) 2x FULL HEIGHT
3/16" x 3 1/4"
"
(2) 2x FULL HEIGHT
8d NAILS @ 4" O.C.
3/16" x 3 1/4"
TYP. TRUSS TO FRAME
CONNECTION PER STD
WALL STUDS W/ (2)-16d NAILS
IF REQ'D, PROVIDE
VALLEY TRUSS
WALL STUDS W/
WALL STUDS W/
CONNECTION NOTES
w
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VALLEY TRUSSES PER
(2)-16d NAILS @ 12"
U)
w
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SINGLE TOP AND BASE
COMMON TRUSS PER PLAN OR CONV. FRAMING w/
PLAN
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EXT. SHEATHING ATTACHED
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PLATE w/ (2) 16d NAILSEXT.
SHEATHING;
> x4 SPF CONT.
MIN. 2x4 SPF #2 KNEE WALL
PER NAILING SCHEDULE FROM
I v
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ATTACH PER NAILING
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3LOCKING ATTACH TO
WITH STUDS @ 16" O.C. W/
O.C. & EXT.
SH
SHEATHING INSTALLED
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FOR BEAM SIZE
END
OR SP2 CLIPS AT TOP AND SP1
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STRUCTURAL SHEATHING
O
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•
EACH STUD TO BEAM
BUILDER FRAME
WITH STUDS @
tl.
�
'/16" OSB EACH SIDE,
OF WALL TO BOTTOM OF
STUD TO
RADIUS AS REQ'D
16" O.C. W/
STRUCTURAL
BOTTOM PLATE
N/ 6d NAILS @ 16" O.C.
BEAM. ATTACHED PER
NAILING SCHEDULE
BLOCKING PERP. TO EA.
W
LU0.
SHEATHING ON BOTH
W
FO SIDE & TOP NAILER
OTHERWISE SP2 CLIPS
SIDES FROM TOP OF
?x BUCKS,
EACH STUD TO DOUBLE TOP
CRICKET AS REQUIRED
WALL TO BOTTOM OF
PLATE AND SP1 CLIPS EACH
MIN 2x4 STUDS @ 16"
BEAM. ATTACHED PER
Z
STUD TO BOTTOM PLATE
O
NAILING SCHEDULE
O/C
fi FO KNEEWALL AT DOWNSET BEAM
fiFO KNEEWALL AT UPSET BEAM
O2x
STUDS @ 16" O.C. FOR KNEE WALL
FLSTA18
@ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT
OROOF
SHEATHING FOR STRAP
CO
PRE-ENGINEERED
12
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END
SEE GE02/SD2 FOR
`
TO TOP CHORDS OF TRUSSES BELOW WHEN<8>
•
•
TRUSSES PER PLAN @
(TYP) SEE ELEV.
12" O.C.
OUTLOOKER OR
`
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
24" 0. C. MAX.
DOUBLE 2x TOP PLATE
2x PLATES OVER ROOF DECK PER VALLEY
SHEATHING
12" O.C.
1
FRAMING DETAIL
3/16" x 3 1/4"
"
CANTILEVER
8d NAILS @ 4" O.C.
3/16" x 3 1/4"
TYP. TRUSS TO FRAME
CONNECTION PER STD
iH
IF REQ'D, PROVIDE
VALLEY TRUSS
CONV. FRAME OR
WALL STUDS W/
CONNECTION NOTES
w
CLOSURE WALL w/
VALLEY TRUSSES PER
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w
W/ STUDS @ 16" O.C.
SINGLE TOP AND BASE
COMMON TRUSS PER PLAN OR CONV. FRAMING w/
PLAN
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EXT. SHEATHING ATTACHED
STRUCTURAL SHEATHING PER PLAN AND ROOF
PLATE w/ (2) 16d NAILSEXT.
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FINISH PER ARCHITECTURAL PLANS
PER NAILING SCHEDULE FROM
I v
TO TRUSS. STUDS @
ATTACH PER NAILING
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I
O.C. & EXT.
SH
SHEATHING INSTALLED
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V
END
OR SP2 CLIPS AT TOP AND SP1
ATTACHED PER
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NAILING SCHEDULE
CLIPS AT BASE ARE REQ'D.
PLATE
>
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•
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RADIUS AS REQ'D
SHEATHING PER NAILING
tl.
ABOVE AND SP1 CLIPSEACH
STUD TO
SCHEDULE OR OPT. 2x4
MASONRY WALL
BOTTOM PLATE
fi FO KNEEWALL AT MASONRY WALL
BLOCKING PERP. TO EA.
W
LU0.
W
1
NAILEDVALLEY TRUSS
2x BLOCKING
CRICKET AS REQUIRED
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0
MIN 2x4 STUDS @ 16"
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O/C
MAIN SPAN ROOF
ATTACH TRUSS TO
—
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2x P.T. PLATE
TRUSS
TRUSS BELOW USING
STRUCTURAL ENG: CFG
DRAFTING:
112" x 8" A.B. OR TITEN HD @ 32"
-STRUCT:
(3) 16d NAILS
MAIN SPAN ROOF
QC CHECK:
O.C. & 6" FROM EA. END,
-
MRB
JOB No.
2x BLOCKING W/(3)12d
TRUSS
DWH-0205196
CENTER ON BASE PLATE
W.
TOE NAILED @ EA. END
UPLIFT CONNECTOR
05/14/18
UPLIFT CONNECTOR
(SEE SCHEDULE)
(SEE SCHEDULE)
MASONRY WALL
TOP KNOCK OUT
SHOWN, SEE PLAN
COURSE W/ (1) #5
MASONRY WALL PER
FOR WOOD OR
CONT.
PLAN
MASONRY
-
fiF1'KNEEWALL ABOVE MASONRY WALL
rGEOkGABLE END AT VALLEY FRAMING
CONNECTION TO TRUSS
3/4"=1'-0"
O2x
STUDS @ 16" O.C. FOR KNEE WALL
FLSTA18
@ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT
OROOF
SHEATHING FOR STRAP
CO
CONT. ROOF SHEATHING NAIL PER PLAN F
1
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END
3/16" x 2 1/4"
`
TO TOP CHORDS OF TRUSSES BELOW WHEN<8>
•
•
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS
D
3/16" x 2 1/4"
12" O.C.
.l
BELOW AND CONNECT w/ HTS20 @ 32" O.C.
`
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
WALLS SHALL BE
2x PLATES OVER ROOF DECK PER VALLEY
3/16" x 3 1/4"
12" O.C.
1
FRAMING DETAIL
3/16" x 3 1/4"
"
B
<8>
H
DOUBLE TOP PLATE
3/16" x 3 1/4"
A
K
iH
SIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR
PER PLAN)
WALL STUDS W/
E ,
B
w
RAFTER
(2)-16d NAILS @ 12"
U)
w
W/ STUDS @ 16" O.C.
E
COMMON TRUSS PER PLAN OR CONV. FRAMING w/
z=ter E
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STRUCTURAL SHEATHING PER PLAN AND ROOF
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FINISH PER ARCHITECTURAL PLANS
E
OR TITEN HD @ 32"
ROOF TRUSSES PER PLAN OR CURVED
OCURVED
RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING `
NAILED @ 6" O.C. STAGGERED G
NOTE SEE
ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D
DORMER FRAMING DETAIL
1/2"=1'-0" NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE
TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED.
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LI
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
1/2"=V-011
SHEATHING PER PLAN
TYP. TRUSS TO FRAME
CONNECTION PER
STD.CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE AS REQ'D
P.T. BUCK FASTENER SCHEDULE .
LAST STUD OF
SIZE
TAPCONS
SPACING # ROWS
1x4
3/16" x 2 1/4"
12" O.C.
1
v,
3/16" x 2 1/4"
(2) 2x TOP PLATE
•
•
1x8
3/16" x 2 1/4"
12" O.C.
2
(2) 2x #2 SYP SEE PLAN
(2) 2x #2 SYP SEE PLAN
WALLS SHALL BE
2x4
3/16" x 3 1/4"
12" O.C.
1
x
3/16" x 3 1/4"
"
2x8
3/16" x 3 1/4"
12" O.C. 1
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 1x 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
STRUCTURAL
SHEATHING
TYP. TRUSS TO FRAME
CONNECTION PER
STD. CONNECTOR
NOTES
FRAME OUT TO BLOCK
EDGE
3/4"=1'-0"
NOT USED
_C. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF
RE. ELEV
FOR O.H.
3/4"=1'-0"
PRE-ENG.TRUSS PER
PLAN, 24" O.C. MAX
ROOFING MATERIAL
PER ARCHS
SEE FRAMING PLAN
FOR CONNECTION
INFO
SEE ELEVATION %`
TOP OF MASONRY
SEE ARCH PLANS FOR
OVERHANG INFO
TYP. SINGLE TIE -BEAM
W/ (1) #5 CONT.
GROUT SOLID
W
W
_-- -- WINDOW PER >
FLOOR PLAN
PRECAST CONC. OR
POWERS STEEL SILL
TYP. @ ALL WINDOWS
EXT FINISH PER PLAN
ELEV 0'-0"
CONC. SLAB - •� VERT REINF. BEYOND
SEE FOUNDATION _
PLAN FOR MORE INFO II I I_il I I I_
PMLASrONRY WALL PER
A
SEE FOUNDATION
DETAILS FOR FTG INFO
S01 TYPICAL ONE STORY CMU WALL SECTION
WMR &ASSOCIATES, LLC is strictly prohibited.
MAIN FLOOR
LAST STUD OF
a
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M
CO
KNEE WALL JOINING
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v,
(2) 2x TOP PLATE
•
•
UP TO MAIN HOUSE
Q
J
(2) 2x #2 SYP SEE PLAN
(2) 2x #2 SYP SEE PLAN
WALLS SHALL BE
z
FOR BEAM SIZE (ONLY
FOR BEAM SIZE
ATTACHED TO MIN.I
z
IF OPENING PROVIDED
(2) 2x FULL HEIGHT
C)
PER PLAN)
WALL STUDS W/
w
2x4 SPF #2 KNEE WALL
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N
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KNOCK OUT COURSE
tl.
ABOVE AND SP1 CLIPSEACH
STUD TO
MASONRY WALL
BOTTOM PLATE
fi FO KNEEWALL AT MASONRY WALL
3/4"=1'-0"
NOT USED
_C. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF
RE. ELEV
FOR O.H.
3/4"=1'-0"
PRE-ENG.TRUSS PER
PLAN, 24" O.C. MAX
ROOFING MATERIAL
PER ARCHS
SEE FRAMING PLAN
FOR CONNECTION
INFO
SEE ELEVATION %`
TOP OF MASONRY
SEE ARCH PLANS FOR
OVERHANG INFO
TYP. SINGLE TIE -BEAM
W/ (1) #5 CONT.
GROUT SOLID
W
W
_-- -- WINDOW PER >
FLOOR PLAN
PRECAST CONC. OR
POWERS STEEL SILL
TYP. @ ALL WINDOWS
EXT FINISH PER PLAN
ELEV 0'-0"
CONC. SLAB - •� VERT REINF. BEYOND
SEE FOUNDATION _
PLAN FOR MORE INFO II I I_il I I I_
PMLASrONRY WALL PER
A
SEE FOUNDATION
DETAILS FOR FTG INFO
S01 TYPICAL ONE STORY CMU WALL SECTION
WMR &ASSOCIATES, LLC is strictly prohibited.
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STRUCTURAL ENG: CFG
DRAFTING:
-STRUCT:
MR
QC CHECK:
-
MRB
JOB No.
DWH-0205196
SCALE:
AS INDICATED
DATE:
05/14/18
SIMPSON.. _. .
DIAGONAL TO BEAM
SIMPSON HGA10 @ 48"
O.C.
SHEATHING NOT REQ'D
TO BE CONT. @ THE
TRANSITION FROM
BEAM TO GABLE
TRUSS
BEAM PER PLAN
SIMPSON
DIAGONA
PLATE
SIMPSON HGA10 @ 48"
O.C.
SHEATHING NOT REQ'D
TO BE CONT. @ THE
TRANSITION FROM
WALL TO GABLE
TRUSS
DOUBLE 2x TOP PLATE
FASTEN SIDE WALL
SHEATHING PER PLAN.
EXT. SHEATHING;
ATTACH PER PLAN
BEAM CONNECTION FRAME WALL CONNECTION
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.
CHORD. REFER TO
SIMPSON A23 @ EACH GE02 FOR REQ'D
MAINTAIN 3 1/4"
H
GABLE BRACING +
BRACE TO PLATE
BRACING TYP.
4'-8" < H c 7'-0"
(1) 2x4 BRACE
7'-0" < H!6 9'-4"
(2) 2x4 BRACE (SEE SECTION A -A)
9'-4" < H614'-0"
CLEARANCE BETWEEN
14'-0" < H 18'-8"
STRONGBACK W/ (2) 2x4 BRACE
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GABLE END
NAILING PER
w
SHEATHING FASTEN
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10d TOENAILS EA. END
Z
FASTEN TO DIAG.w/(2)z
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=
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Q
Q
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BACK FROM GABLE
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p
ACROSS GABLE
FOR CLG. NAILING
LL
w Y
END (MIN. 48")
HEADER UNO
PER WF08/SD3
z
TO BOTTOM OF
SURFACE
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ai U
2X STUDS TYP.
BASE PLATE TO BE
Q 0
w
FALSE BEAM.
(0
N
LIL
Z
p m
2x TOP PLATE TO
ATTACHED TO FTG
0
0
ATTACHED PER
PROVIDE 16d NAILS
Q
O
GABLE END W/ 12d
ATTACH JAMB STUDS
O.C. MAX. 45° FROMFOR
NAILING O
NAILING
GABLE END TRUSS TO
d
=
NAILS @ 6" O.C.
PER WF08/SD3
OR EPDXY ANCHOR @
z
SCHEDULE
PLATE @12" O.C. MAX.
HGA10 @ 32" O.C.
2x4 SYP #2 FRAMING FOR FALSE
BASE PLATE TO BE
6" FROM EA. END OF
Ll
w
W
in
—
0
BRACE NOT REQUIRED
O
BEAM @ 16" O.C., IF REQ'D W/ (4)
BASE PLATE & WALL
Z
TIE BEAM COURSE w/
10d NAILS @ EA. TRUSS BRACE
USING 1/2" J -BOLTS OR
CMU WALL OR LINTEL
(1) #5 CONT.
TOP AND BOTTOM
�i
O
2x4 #2 SYP
BELOW
MIN. 2x4 SYP #2 STUDS @ 16" O.C.
W/ 7" MIN EMBED. & 2"
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BLOCKING
W/ SINGLE BOTTOM & TOP PLATE BETWEEN
CMU WALL CONNECTION W/ (3) 10d NAILS EACH END TYP. STUDS ONLY IF
FALSE BEAM FRAME DOWN
2x4 SYP #2 HORIZONTAL PER PLAN IS A SINGLE 2x
BLOCKING @ 16" O.C. W/ (3) 10d IF REQ'D WIDE
NAILS EACH END
CLEAR SPAN CONNECTION
***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING***
(GEO GABLE END @ FLAT CEILING CONNECTIONS
3/4"=1'-0"
(150 MPH EXP. B)
2x4 BLOCKING @ EA. PROVIDE 2x BLOCKING
OUTLOOKER (MAX. FOR NAILING
ROOF SHEATHING PER ROOF SHEATHING
PLAN SPAN 2'-0") w/ (2) 16d 2'-0" MAX.(2)16d NAILS PLT. TO
END NAILS EA. END STUD TOP &BOTTOM
(TYP.) (END NAIL PLTS.
2x4 OUTLOOKER @ 24"
O.C. MAX. w/ (2) 16d
END NAILS TO TRUSS
TRUSS PER PLAN
VARIES I I
RAKED DOUBLE TOP
PLATE
CEILING NAILER AS
DOTE: PROVIDE ADDIT'L REQ'D
3LOCKING AS REQ'D 2x8 #2 SPF STUDS @
'ER HIB -91 & TRUSS 16" O.C. TYP.
AANU.'S DRAWINGS;
;EILING GYP. BD. IS 2x8 #2 SYP PT BASE
JOT A DIAPHRAGM PLATE
CMU WALL PER PLAN
GABLE END @ VAULTED CEILING
3/4"=1'-0"
NOT USED
TO STUD)
2x FASCIA w (2) 16d
END NAILS @ EA.
OUTLOOKER
SIMPSON H2.5(TYP.)
1'-9" MAX. A HOLD WALL 3-1/2"
DOWN FOR
OUTLOOKER
SHEATHING PER PLAN
2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK
NOTE: ALL GABLE ADJ. BAYS @ EA. DIAG. AS SHOWN. FASTEN
BRACING IS TO BE ROOF SHEATHING TO BLOCKS W/ 8d NAILS @
SYP#2 OR BETTER 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS
REQ'D)
(5) 16d NAILS
BRACE TO
BLOCKING
PROVIDE 2x4 BRACE
TO EA. ADJ. DIAG.
FASTEN TO DIAG.
w/(2) 16d NAILS.
\
GABLE BRACING @
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 c 7'-0"
(1) 2x4 BRACE
7'-0" < H!6 9'-4"
(2) 2x4 BRACE (SEE SECTION A -A)
9'-4" < H614'-0"
STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H 18'-8"
STRONGBACK W/ (2) 2x4 BRACE
A -A GABLE VERTICAL BRACING
GABLE END BRACING
TRUSS PER PLAN
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"
2x4 #2 SYP P.T.
BLOCKING @ 24" O.C.
W/ (2) 12d END NAILS
@ EACH END
TRUSS PER PLAN
"; SIMPSON LTA2
BLOCKING TO CMU W/
MASONRY WALL OR (10) 10d NAILS AND
LINTEL SEE PLAN ,' .4 MIN. 4 1/8"
EMBEDMENT OR
SIMPSON META16
STD CONDITION a@ CMU
SIMPSON DTC, (2) 8d
1/2" x 8" J -BOLT @ 32" NAILS INTO BLOCKING,
O.C. AND 6" FROM EA.
END w/ NUT & WASHER (4) 8d NAILS TO TOP
TRUSS PER PLAN PLATE
MSTAM-24 TYP. EA.
SIDE OF EA. STUD.
CENTERED BETWEEN
FRAME AND CMU SEE
WALL SPLICE DETAIL
',� FOR REQ'D FLASHING
USS PER PLAN
I SYP #2 BLOCKING,
@ 24" O.C. W/ (2) 12d
END NAILS @ EACH
END.
WALL SHEATHING PER
PLAN
2x WALL, SEE PLAN
STD CONDITION @ FRAME WALL
(4)10d NAILS @ EA.
BLOCKING TO
PLATE
TRUSS PER PLAN TRUSS PER PLAN
(2)10d NAILS TO
BOTTOM CHORD
@EACH END OF
BLOCKING
(2)10d NAILS TO 2x4 SYP #2 FLAT
BLOCKING, @ 24" O.C.
BOTTOM CHORD W/ (2) 12d END NAILS
@EACH END OF @ EACH END.
BLOCKING
WALL SHEATHING PER
PLAN
2x WALL, SEE PLAN
ALT. BLOCKING @ FRAME CONDITION
/WFO�\ NON-BEARING WALL CI IP nFTAII
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/
\
STRONGBACK, SEE
\ CHART
\ GABLE BRACING (+)
SEE CHART
SEE GABLE
CONNECTION DETAIL
FOR REQ'D
CONNECTIONS
2x4 ATTACHED TO EA.
GABLE 2x4 BRACE
WITH (2) 10d NAILS
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DIAGONAL
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GABLE END
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SIMPSON LTA2 TRUSS TO CMU W/
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EMBEDMENT OR SIMPSON
HGAM10 W/ (4) 1/4" x 1 1/2" SDS
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EQUAL MAINTAINING MIN. 2"
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-
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Z DATE: 05/14/18
w
TYPICAL HEADER DETAIL W
(150 MPH EXP. B) D 2
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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---
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DM -0205196
SCALE:
AS INDICATED
MORE INFO. Q --
Z DATE: 05/14/18
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TYPICAL HEADER DETAIL W
(150 MPH EXP. B) D 2
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.
NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C.
PLATE LENGTHS MUST PENETRATION OF WITHIN 48" OF SPLICE
BE AT LEAST 8'-0" MORE THAN 50% OF THEN (2) ROWS 10d NAILS
LONG. TYP. TOP PLATE WIDTH @ 8" O.C. OTHERWISE
INSTALL SIMPSON
PSPN516Z W/ (12) 16d
• NAILS TYP. TOP &BOT.
+ + ATTACH 2x4 STUDS TO
+ (2) 10d NAILS @ 3" O.C. TOP PLATE W/ (3) 12d
WITHIN 48" OF SPLICE TOE -NAILS TYPICAL AT
+ THEN (2) ROWS 10d ALL LOCATION
NAILS @ 8" O.C.
OTHERWISE 2x4 WALL BEYOND
AGAINST 2x8 STUDS
48, ATTACHED PER
M/N (WF08/SD3)
TOP SPLICE @
DOUBLE 2X4 TOP
PLATE ATTACH 2x8 STUDS TO
TOP PLATE W/ (4) 12d
ATTACH 2x4 STUDS TO TOE -NAILS TYPICAL
TOP PLATE W/ (3) 12d AT ALL LOCATION
TOE -NAILS TYPICAL AT
ALL LOCATION
BOTTOM SPLICE OVER
STUD
TYPICAL TOP PLATE SPLICE @ BRG. WALL
DOUBLE 2x4 TOP
NAIL FIELD INSTALLED
PLATE
TOP PLATE TO FRAME
PROVIDE 2x4 ON TOP
WALL OR PRE -
OF 2x8 TO PAD OUT
ASSEMBLED WALL
TOP PLATE. ATTACH
PANEL W/ (2) 10d NAIL
W/ (2) 10d NAILS 3" O.C.
@ 8" O.C. (FOLLOW
(SOLID BLOCK W/ 2x6)
NAILING
TO GABLE END STUDS
REQUIREMENTS THIS
-I I n- — I r
DETAIL FOR ALL TOP
PLATE SPLICE
LOCATIONS)
g8 M�ti
TOP SPLICE
DOUBLE 2x8 TOP I�JI
PLATE
TOP PLATE TRANSITION (2X4 TO 2X8 WALLS)
3/4"=1'-0"
MIN. 15/32" EXP 1 OR 7/16 STRUCTURAL 1 NAIL SHEATHING AT FRAME WALL BOTTOM PLATE &
2x DBL TOP PLATE
PRE -ENG. ROOF
1 SHEATHING INSTALLED VERTICALLY
AT FLOOR SYSTEM (I -JOIST OR SYSTEM42 / FLAT
BEYOND2 71
-
OR HORIZONTALLY
SEE PLAN FOR
TRUSS) TOP & BOTTOM USING (1) ROW OF 8d NAILS @
CONNECTION
EFA1SECTION @ DOUBLE BEARING
MEMBERS ONLY
U__ z
3" O.C. SEE WS10 AND WS11 FOR ADDITIONAL INFO.
TO GABLE END STUDS
SHEATHING W/ 8d NAILS 6"
-I I n- — I r
WALL SPLICE, FIELD
SDS SCREWS @ 16"
Q= 2Q
NAIL AT DOUBLE TOP PLATE USING (2) ROWS OF 8d
COMMUNITY SPECS
5
I I
SYP #2 LEDGER w/ 1/4"
2x4 SYP #2 OR
Q
NAILS @ 3" O.C.
41
11 11-7
LI
VERIFY IF REQUIRED
SIMPSON H3 CLIP
n__ w
W w I�3
NAIL OPENING PERIMETER w/ (2) ROWS OF 8d NAILS
III
D01 TYPICAL SHED ROOF DETAIL
11 L— — — _j
%
a = O
@ 3 O.C. IN HORIZONTAL CONDITIONS
III
CENTER OF EACH STUD TO
--
III I I I (
CMU @ 32" O.C. MAX
ATTACHMENT BY
a z = O
NAIL INT. W/ 8d NAILS @ 12" O.C. &NAIL EDGES 6" O.C.
PLATE W/ (3) 12d NAILS @
MANUFACTURER'S
EACH VERTICAL, EACH PLY.
WALL SHEATHING
STAGGER NAILS AS
O =
U.N.O. ON PLANS. STAGGER ALL VERT. PANEL JOINTS
III
I I ( I I I ( I I
SPLICE, SEE SPLICE
O
PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO
III
III I I I I I
DETAIL. MAX 1/8"
wOPENING
IIIIII
II II I II
SPACE BETWEEN
HEADER W/ 8d NAILS @ 3" O.C. (2) ROWS @ TOP &
4
I
PANELS
BOTTOM
I I I I
IIIrAROUND
III I II II
of
III
TYP.
III I I I I I I
2x STUDS BEYOND,
LL O
EXTERIOR SHEATHING
NING
III I I I ( I I
SEE PLAN FOR MORE
IX LL
PROVIDE PIECE OF
I
INFO
z
LL
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SHEATHING BETWEEN
III
III I I I I I I
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EXTERIOR WALL
III
I I I I
I I I I I I I I I I
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0
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_ _ _
'
SHEATHING
CUT TO FIT
1
2x BOTTOM PLATE
STUD PER PLAN
JOINT, MAX. 1/8" GAP
OPENING SIZE
BEYOND SEE PLAN
SHEATHING DIAGRAM
2x6 BLOCKING PLACED
2
()ROWS OF 8d NAILS
F1 EXTERIOR SHEATHING SCHEDULE
FLATWISE W/ (2) 16d
NAILS EACH END
@ 3" O.C. TOP & BOT.
OF SHEATHING SPLICE
SCALE: 3/4"=1'0"
GYPSUM WALLBOARD
SHEATHING SPLICE DETAIL
SEE
ROOF SHEATHING,
PLAN
NAIL PER PLAN
(2) 2x BUILT-UP COL.
DOUBLE TOP PLATE
SIMPSON SP4 OR SP2
2x BLOCKING W/
(2) 2x TOP PLATE
@ EACH STUD
(2) 12d NAILS @
EACH END
PRE -ENGINEER
SIMPSON LSTA30 W/
ROOF TRUSS - SEE
(22) 10d NAILS (ALL
z
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CORNER CONDITIONS g
SPACING
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STRAP AROUND
w
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TALLER STUD)
W
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2x BRG WALL, SEE
PLAN FOR STUD SIZE &
SPACING. MIN (2) 2x
UNDER GIRDER TRUSS
U.N.O.
2x BLOCKINC
SIMPSON LS_
STUD
2x BRG WALL, SEE
PRE -ENG. ROOF
PLAN FOR STUD SIZE &
TRUSS PER PLAN
SPACING. MIN (2) 2x
INSTALLED ABOVE, FASTEN
UNDER GIRDER TRUSS
SEE PLAN FOR
U.N.O.
CONNECTION
EFA1SECTION @ DOUBLE BEARING
3/4"=1'-0"
CONTRACTOR MAY ELECT TO BUCKET SHORT SPAN
BEAM INTO LONG SPAN AS INDICATED ON BEAM
SCHEDULE. IF BUCKET IS INSTALLED THE SHORT SPAN
STRAP IS NOT REQUIRED.
PT. POST (AS NOTED)
EXT. AS NOTED
LAP BEAM PLYS AND
NAIL AS SHOWN (5)
0.131 x 3 1/4" NAILS
PER PLY
HTS20 CLIP FROM
POST TO BEAM
EXTERIOR BEAM AS
NOTED PLAN VIEW @ TOP OF POST
PT POST (AS NOTED)
ABU POST BASE
(AS NOTED)
o' 5/8" THREADED ROD w/
o. NUT SET IN ADHESIVE
\ ° d II p /
\ SEE FOUNDATION
PLAN FOR ADDITIONAL
INFO
SIDE VIEW @ BASE OF POST
DO CORNER COLUMN FRAMING
SEE FLOOR PLAN FOR
MORE BRG. WALL INFO
(2) 2x TOP PLATE
ATTACH 2x TO —
BUILT-UP W/ (2)
ROWS OF 10d NAILS
STAGGERED @ 8"
O.C.
F1'k STEP @BEARING FRAME WALL
2x6 SYP #2 LEDGER.
TO STUDS w/ (2) 1/4" X
4%" SIMPS. SDS
SCREWS @ 16" O.C.
MAX.;
EXTERIOR WALL/TRUSS TO GABLE END STUDS
W/ (2) 1/4" X 3'/z" SIMPS.
SDS SCREWS @ 16"
O.C. MAX.;
TO MASONRY w/ 2x6
PT SYP #2 LEDGER w/
12 (2) 1/4" x 2 3/4"
4 (MIN.) TAPCONS AT 12" O.C.
SIMPSON H3 CLIP
TRUSS AND
SHEATHING PER PLAN
2x4 SYP #2 LEDGER.
INSTALLED ABOVE, FASTEN
TO STUDS OR BEAM w/
4 10d NAILS FOR
( )
(2) 1/4" X 4%" SIMPS.CONV.
7
FRAMED
SDS SCREWS @ 16"
MEMBERS ONLY
O.C. MAX.;
16" O.C. FASTEN EXT.
TO GABLE END STUDS
SHEATHING W/ 8d NAILS 6"
W/ (2) 1/4" X 3'/" SIMPS. 3'-0" MAX
O.C. AT EDGES AND 12" O.C.
SDS SCREWS @ 16"
FASCIA PER
O.C. MAX.;
COMMUNITY SPECS
TO MASONRY w/ 2x4 PT
W. (4) 12d NAILS
SYP #2 LEDGER w/ 1/4"
2x4 SYP #2 OR
x 2 3/4" TAPCONS @12"
PRE-ENGINEERED
O.C.
ROOF TRUSSES @ 24"
ih a.
O.C. MAX.
SIMPSON H3 CLIP
DESIGNED FOR
J
u_
SHINGLE ONLY
D01 TYPICAL SHED ROOF DETAIL
ENDS. IF HEADER HEIGHT
PLATE
PLATE
TO EACH PLY OF BUILT
UP COLUMN BELOW W/
(2) 10d NAILS
TOP PLATE CORNER TRANSITION
°—° o o° o o a o D= NAIL SPACING
° ° °
co Imo ° ° ° ° ° PER NOTE #2
D -M
SHEATHING PER PLAN
WALL DOUBLE TOP I D/2
PLATE PER PLAN
DOUBLE NAIL EDGE SPACING
SHEATHING PER PLAN 3/8" S= NAIL SPACING
L)APER NOTE #1
M
-
SINGLE NAIL EDGE SPACING
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
2x6 COLLAR TIE HALF WAY — I
UP HEIGHT OF VALLEY.
FASTEN w/ (5) 10d COMMON I
NAILS @ EACH END (TYP.)
2x6 RAFTER TO 2x8 RIDGE I
BOARD W/ A35 ON ONE SIDE
OF RAFTER. ATTACH A35 ON
ADJ RAFTER TO OPP SIDE
(AS SHOWN)
FASTEN SYP OR SPF 2X6 (MIN.
WIDTH) PLATE THRU O.S.B L
SHEATHING (THICKNESS PER
PLAN) TO PRE -ENG TRUSS
BELOW W/ 1/4"x4-1/2"
SIMPSON SDS SCREWS 2x6
PLATE TO TOP CHORD OF
EACH TRUSS BELOW 2x6's @ 24"�
O.C. MAX.
;F01 FIELD FRAMED VALLEY DETAIL
NOT USED
1/2"=1
NOTES:
1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN
2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION
3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY)
4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4"
1" EDGE 1 1/2" EDGE
10d x 3" COMMON
�0- lo 2 1/2"
z o z
w 1 1/2" w
cVlo W N
- r
N -- N
I I N 10d x 3" COMM(
10d x 3" COMMON OPP
SIDEV, f I U
aa.
z
U cn
a ao
U)
50
(2) 2x4's (2) 2x6's
WF0 TYPICAL BUILT-UP STUD COLUMN DETAIL
2x SCAB w/ 10d NAILS
@ 4" O.C.
PER -ENG TRUSSES
10d x 3" COMMC
OPP. SIDE
(2) 2x COLUMN
2 1/2" EDGE
(2) 2x8's
BUILDER NOTE:
SOFFIT FRAMING NOT
REQUIRED WITH ALUMINUM
OR VINYL SOFFITS
ROOF SHEATHING, 2O�F�Q�I670
FASTEN PER PLANFiyG,T TAS
2x4 FRAMING @ 24"
O.C. MAX.
PROVIDE (4)10d x3"
NAILS AT JOINT
PER PLAN a 2x SCAB w/ 10d NAILS
@4"O.C.
TRUSS CONNECTION '
PER -ENG TRUSSES
PER PLAN 2x FASCIA PER PLAN
CMU WALL PER PLAN (2) 8d TOE NAILS TO TRUSS CONNECTION
LEDGER PER PLAN
2x4 PT LEDGER W/
1/4" x4" TAPCONS @ 12" 2x FRAME WALL PER
O.C. PLAN
SEE ELEV. FOR
O.H. SIZE
2x4's
0
z
w
c
c
a
a
EDGE DISTANCE
PER DETAIL
INSIDE PLY NAILS NAILED AT 8" O/C
STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's
(3+) 2x COLUMN
ROOF SHEATHING,
FASTEN PER PLAN
2x4 FRAMING @ 24"
O.C. MAX.
PROVIDE (4) 10d x 3"
NAILS AT JOINT
2x FASCIA
(2) 8d TOE NAILS
TO LEDGER
2x4 LEDGER W/ (2) 16d
10, NAILS @ 16" O.C.
CONDITION @ CMU WALL CONDITION @ FRAME WALL
TYPICAL SCAB OVERHANG
3/4"=1'-0"
JP
- 2X8 RIDGE BOARD
- FASTEN CONV. 2x VALLEY RAFTER
FRAMING (OR PRE -ENG VALLEY TRUSSES)
TO 2x PLATE WITH SIMPSON MTS12 OR
LSTA12 CONNECTORS 0) 8d NAILS) @ EA.
RAFTER TO PLATE CONN.
PRE ENGINEERED
TRUSS AND
IF PERPENDICULAR TRUSS
CONNECTIONS PER
INSTALLED ABOVE, FASTEN
PLAN TYP.
2x8 #2 SYP TOP PLATE TO
TRUSS W/ (2) 12d TOENAILS
W
2x8 SYP #2 P.T. VERTICAL @
a
16" O.C. FASTEN EXT.
<
SHEATHING W/ 8d NAILS 6"
kNCE PER
O.C. AT EDGES AND 12" O.C.
IN FIELD. FASTEN TOP
_�Z
z
PLATE TO VERTICAL STUDS
a.
W. (4) 12d NAILS
'
U o Q �
Uj
HGAM10 TOP AND BOTTOM
o
PLATE TO CMU WALL W/ (4)
ih a.
1/4" x 1 1/2" SDS SCREWS & (4)
1/4" x 2 3/4" TAPCONS TO CMU
J
u_
@ 32" O.C. & MIN. 6" FROM
ENDS. IF HEADER HEIGHT
EXCEEDS 2'-0" ADD AN
�...
ADDITIONAL HGAM10 FROM
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
asoHEADER @ POCKET SLIDER
1/2"=1
LEDGER @ LOW ROOF
NOT USED
10dx3"
3/4"=1'-0" I 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.
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"
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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.
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"
i H
Q
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GQ 1 °
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� STRUCTURAL ENG: CFG
DRAFTING:
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-STRUCT: MR
QC CHECK: MRB
JOB No. DWH-0205196
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i SCALE_ AS INDICATED
DATE: 05/14/18
SD3
SHINGLE OR TILE PER
ARCHITECTURAL
ELEVATIONS.
PRE-ENGINEERED —
ROOF TRUSSES @ 24"
O.C.
TYPICAL TRUSS TO —
FRAME CONNECTION.
SEE STANDARD
CONNECTOR NOTES
BEARING
SEE PLAN
SEE ARCHITECTURAL
PLAN FOR OVERHANG
INFO
WINDOW AS —�
SCHEDULED
EXTERIOR FINISH PER
PLAN
MID -SPAN BLOCKING
U.N.O.
INSULATION PER PLAN
SEE DETAILS WS10, —
WS11 OR WS13 FOR
ADDITIONAL
INFORMATION THIS
SHEET
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF
NO MOISTURE
BARRIER (FELT PAPER
OR SIM) IS PROVIDED
BEARING
BOND BEAM
a,
LINTEL AS PER PLAN
WD. HD. HT. ,
SEE PLAN
DBL. TOP PLATE
HDR. PER PLAN
MIN 2x4 SPF #2 STUDS
@ 16" O.C. SEE PLAN
FOR MORE INFO.
INT. FINISH PER PLAN
2x BOTTOM PLATE W/
(2) 12d AT 12" O.C.
3/4" FLOOR SHEATHING
ATTACHED PER
NAILING SCHEDULE
FLOOR TRUSSES SEE
PLAN FOR DEPTH AND
DIRECTION
FLOOR SYSTEM DRAFT �
STOPPING AT 1000 SQ
FT MAX: DRAFT
STOPPING MATERIALS
PRE-ENGINEERED
ROOF TRUSSES AT 24"
O.C.
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF
NO MOISTURE
BARRIER (FELT PAPER
OR SIM) IS PROVIDED
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
PRE-ENGINEERED
ROOFTRUSS-SEE
FRAMING PLAN FOR
LOCATION & SPACING
STRUCTURAL COL PER
PLAN FOR SIZE AND
REQ'D # OF STUDS
UBLE 2x TOP PLATE
BOTTOM PLATE
" FLOOR SHEATHING
TACHED PER
ILING SCHEDULE
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
TYPICAL TRUSS TO
PRECAST SILL OR SILL
TO BOT. (RIBBON/
PER WINDOW
2x 2ND FLOOR STUDS
MANUFACTURER
W/(18) 16d x 22' NAILS
WRITTEN
NAILING SCHEDULE.
SPECIFICATIONS
CONTINUOUS FROM
EXT FINISH PER PLAN
TO POST (U.N.O. ON
VERT REINF. BEYOND
°
W/ 2x CRIPPLE STUDS
MASONRY WALL PER
SEE FLOOR FRAMING
PLAN
F:1
SYSTEM TO MATCH
CONNECTOR NOTES
FLOOR PLAN FOR MIN.
FIN. FLR.
SYSTEM INFO.
0'-0. •—
REFER TO PLAN FOR
GRADE
DBL. TOP PLATE
HDR. PER PLAN
MIN 2x4 SPF #2 STUDS
@ 16" O.C. SEE PLAN
FOR MORE INFO.
INT. FINISH PER PLAN
2x BOTTOM PLATE W/
(2) 12d AT 12" O.C.
3/4" FLOOR SHEATHING
ATTACHED PER
NAILING SCHEDULE
FLOOR TRUSSES SEE
PLAN FOR DEPTH AND
DIRECTION
FLOOR SYSTEM DRAFT �
STOPPING AT 1000 SQ
FT MAX: DRAFT
STOPPING MATERIALS
PRE-ENGINEERED
ROOF TRUSSES AT 24"
O.C.
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF
NO MOISTURE
BARRIER (FELT PAPER
OR SIM) IS PROVIDED
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
PRE-ENGINEERED
ROOFTRUSS-SEE
FRAMING PLAN FOR
LOCATION & SPACING
STRUCTURAL COL PER
PLAN FOR SIZE AND
REQ'D # OF STUDS
UBLE 2x TOP PLATE
BOTTOM PLATE
" FLOOR SHEATHING
TACHED PER
ILING SCHEDULE
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
TYPICAL TRUSS TO
SIMP. HTT4
TO BOT. (RIBBON/
FRAMING PLAN FOR
2x 2ND FLOOR STUDS
FRAME CONNECTION.
W/(18) 16d x 22' NAILS
SEE PLAN FOR MORE
NAILING SCHEDULE.
POST BELOW U.N.O.
CONTINUOUS FROM
SEE STANDARD
TO POST (U.N.O. ON
A
W/ 2x CRIPPLE STUDS
BEAM; SEE PLAN
SEE FLOOR FRAMING
AT EA END NAILED TO
SYSTEM TO MATCH
CONNECTOR NOTES
FLOOR PLAN FOR MIN.
COL. DIMENSION
SYSTEM INFO.
W/ (3) 12d NAILS EA
REFER TO PLAN FOR
END
(2) H5 EA. FLOOR
BUILT-UP COLUMN
FRAMING PLAN) & $"
ATTACH 2x STUDS W/
INFO.
(2) SIMPSON LSTA18(2)
16d NAILS @ 6" O.0
SYSTEM (RIBBON /
STRAPS CENTERED @
\
BEARING WALL PER
FLOOR W/ (14) 10d
TOENAILS. EXT.
PLAN BEYOND
NAILS U,'
PLAN FOR MORE INFO
ALL THREAD W/7" MIN.
JAMB STUDS
(2) SIMPSON LSTA18
MID -HEIGHT BLOCKING
REFER TO PLAN FOR
EMBEDMENT INTO TIE
PER BEARING WALL
FLOOR TRUSS TO
(1) SIMPSON LSTA30
BUILT-UP COLUMN
BEAM USING SIMP. SET
NAILS
CRIPPLES @ 16" O.C.
STRAP CENTERED
INFO.
EPDXY
FLOOR TRUSS PER
BETWEEN COLUMN
CONNECTION PER
FLUSH W/ FACE OF
PLAN
AND GIRDER/BEAM
PRE -ENG. FLOOR
PROVIDE SOLID
UNDER WINDOW
BELOW W/ (22) 10d
SYSTEM - IF NO FLOOR
BLOCKING BELOW
SEE DETAIL WS11THIS
NAILS
SYSTEM INSTALL
COL. EVEN WITHIN
SHEET FOR MORE INFO
FOR FTG.
KNEEWALL & PROVIDE
FLOOR TRUSS
MASONRY WALL SEE
MASONRY
SOLID BLOCKING
11
PLAN FOR MORE INFO
SIMPSON MSTC40 W/ (36) 16d SINKERS. IF FLOOR
UNDER COLUMN
PLAN
SYSTEM IS 18" TO 36" DEEP USE MSTC66 W/ 60 1E
PRE-ENGINEERED
ROOF TRUSS -SEE
FRAMING PLAN FOR
LOCATION & SPACING
STRUCTURAL COL PER
PLAN FOR SIZE AND
REQ'D # OF STUDS
DOUBLE 2x TOP PLATE
2x BOTTOM PLATE
3/4" FLOOR SHEATHING
ATTACHED PER
NOTE:
WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN
WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND
BOTTOM AND ALONG EACH SIDE W/ (2) A34 CLIPS OF OPENING TO TRANSFER
LATERALLOADS
NAILING SCHEDULE SIMPSON LSTA24
STRAP W/ (22) 10d
NAILS. BEND STRAP
OVER TOP PLATE MAX.
3", THEN RUN DOWN
FACE OF JAMB STUDS/
HEADER
EXTERIOR SHEATHING
FROM TOP OF WALL
FLOOR TRUSS SEE
FLOOR SHEATHING
TO BOT. (RIBBON/
FRAMING PLAN FOR
2x 2ND FLOOR STUDS
BEAM) ATTACHED PER
CONNECTION INFO.
SEE PLAN FOR MORE
NAILING SCHEDULE.
POST BELOW U.N.O.
CONTINUOUS FROM
(2) 2x SILL AT WINDOW
FLOOR GIRDER OR
A
W/ 2x CRIPPLE STUDS
BEAM; SEE PLAN
SEE FLOOR FRAMING
AT EA END NAILED TO
ABOVE fi SO TYPICAL GIRDER COL. CONNECTION fiso TYPICAL GIRDER COL. @HIGH BEAM
BAND JOIST & BLKG
OR LVL GIRDER
FLOOR SHEATHING
3/4"=1'-0"
PER PLAN ATTACHI
2x 2ND FLOOR STUDS
PER NAILING
MTSC40 POST ABV. TO
SEE PLAN FOR MORE
(2) SIMPSON LSTA18
POST BELOW U.N.O.
CONTINUOUS FROM
STRAPS CENTERED C
PROVIDE SOLIDA
A
FLOOR W/ (14) 10d
BLOCKING WITHIN FLR.
SEE FLOOR FRAMING
NAILS
SYSTEM TO MATCH
PLAN FOR FLOOR
FLOOR PLAN FOR MIN.
COL. DIMENSION
SYSTEM INFO.
W/ (3) 12d NAILS EA
REFER TO PLAN FOR
END
(2) H5 EA. FLOOR
BUILT-UP COLUMN
IF FLOOR SYS. NOT PRESENT PER FLOOR
ATTACH 2x STUDS W/
INFO.
(2) SIMPSON LSTA18(2)
16d NAILS @ 6" O.0
SYSTEM (RIBBON /
STRAPS CENTERED @
BEAM) ATTACHED PER
BEARING WALL PER
FLOOR W/ (14) 10d
TOENAILS. EXT.
PLAN BEYOND
NAILS U,'
PLAN FOR MORE INFO
COLUMNS
JAMB STUDS
(2) SIMPSON LSTA18
MID -HEIGHT BLOCKING
(2) SIMPSON META16
STRAPS CENTERED Cc
PER BEARING WALL
FLOOR TRUSS TO
FLOOR W/ (14) 10d
SCHEDULE
MASONRY WALL
NAILS
CRIPPLES @ 16" O.C.
AT EA. END NAILED TO
(3) 2x STUD PACK —
COLUMN BASE
EXT. SHEATHING
ATTACH PER NAILING
CONNECTION PER
FLUSH W/ FACE OF
SCHEDULE
PLAN
MASONRY ATTACHED
TOENAILS AT EA. END
UNDER WINDOW
PER NAILING
ATTACH 2x STUDS W/
REFER TO
SCHEDULE; PROVIDE
(2) 16d NAILS @ 6" O.0
FOUNDATION PLAN
1/8" GAP BETWEEN
m
FOR FTG.
SHEATHING AND
fill 1,������♦
INFORMATION
MASONRY
NOTE: IF WOOD WALL OR BEAM BELOW USE
11
MASONRY WALL PER
SIMPSON MSTC40 W/ (36) 16d SINKERS. IF FLOOR
0
PLAN
SYSTEM IS 18" TO 36" DEEP USE MSTC66 W/ 60 1E
MIN THICKNESS SHALL MS03 TYPICAL TWO STORY COL. @ GIRDER
2nd FLOOR CORNER FRAMING ATTACHMENT
BE 1/2 GYP BOARD OR 3/4"=1'-0" 3/4"=1'-0"
15/32" OR 7/16" OSB.
ATTACH TO FLOOR
(3) 2x STUDS
CALIFORNIA CORNER A -A
V__ `— (4) 2x STUDS
STANDARD CORNER A -A
STUD PACK W/ 10d
NAILS @ 8" O.C. THEN
STUDS @ 16" O.C.
ATTACH SILL W/ (2) 10d
3/4"=1'-0" TOENAILS AT EA. END
OF SILL (MAX OPEN'G
WIDTH 4'-0"). USE A35
CLIP AT EA. END FOR
OPENINGS GREATER
THAN 4' BUT LESS
THAN 6'
SIMP. HTT4
W/ (18) 10d x 2z' NAILS
TO POST (U.N.O. ON
FRAMING PLAN) & $"
ALL THREAD W/ 7" MIN.
EMBEDMENT INTO TIE
BEAM USING SIMP. SET
EPDXY
SOLID SHEATHING @
NOTE:
WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN
WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND
BOTTOM AND ALONG EACH SIDE OF OPENING W/ (2) A34 CLIPS TO TRANSFER
LATERALLOADS
HEADER
FLOOR SHEATHING
SIMPSON SP4 W/ (6)
PER PLAN ATTACHI
10d x1-1/2" @ 24" O.C.
StiFFr
PER NAILING
(USE SP6 @ 2x6 STUDS
SIMPSON LSTA24
& SP8 @ 2x8 STUDS)
STRAP W/ (22) 10d
CONTINUOUS FROM
NAILS. BEND STRAP
(2) 2x SPF TOP PLATE
OVER TOP PLATE MAX.
U.N.O. ON PLAN
3", THEN RUN DOWN
S
FACE OF JAMB STUDS/
7 HEADER - SEE 2ND
HEADER
FLOOR PLAN FOR MIN.
PROVIDED
HEADER SIZE & REQ'D
W/ (3) 12d NAILS EA
JAMB STUDS
END
(2) H5 EA. FLOOR
EXTERIOR SHEATHING
IF FLOOR SYS. NOT PRESENT PER FLOOR
FROM TOP OF WALL
IF HEADER IS UPSET
TO BOTTOM OF FLOOR
AND WINDOW IS
SYSTEM (RIBBON /
LOWER: (1) 2x SILL
BEAM) ATTACHED PER
PLATE W/ (2) 10d
NAILING SCHEDULE.
TOENAILS. EXT.
MASONRY WALL SEE
HEADER OPENINGS
PLAN FOR MORE INFO
LESS THAN 4FT:(1) 2x
JAMB STUDS
SILL PLATE W/ (2) 10d
I//
* �� //� 00
TOENAILS. OPENING
LARGER THAN 4FT: (2)
!
V •••s••••••••��i o
��
2x SILL PLATE W/ A35
(2) 2x SILL AT WINDOW
CLIPS EACH SIDE W/ 2x
W1 2x CRIPPLE STUDS
CRIPPLES @ 16" O.C.
AT EA. END NAILED TO
W/ (2) 10d TOENAILS
STUD PACK W/ 10d
T&B (PLYWOOD
NAILS @ 8" O.C. THEN
SHEATHING REQ'D
STUDS @ 16" O.C.
T&B)
ATTACH SILL W/ (2) 10d
SEPARATE SHEATHING
TOENAILS AT EA. END
UNDER WINDOW
OF SILL (MAX OPEN'G
V
Z
WIDTH 4'-0" ). USE A35
00W
CLIP AT EA. END FOR
/
OPENINGS GREATER
m
THAN 4' BUT LESS
THAN 6'
2x TOP & BOT.
RIBBONS, CONT.
NOTE: ALL FLOOR
FLOOR SHEATHING
KNEEWALL
PER PLAN ATTACHI
HEADER
PER NAILING
ATTACH PER NAILING
SCHEDULE
TRUSSES TO BE P.T. IF
2x4 #2 SYP BLOCKII
CONTINUOUS FROM
@ 48" O.C. W/ (2) 12
NO MOISTURE BARRIER
TOENAILS EACH EIS
BOTTOM PLATE.
S1 TWO STORY PERP. FLOOR CONNECTION
(USE SP6 @ 2x6 STUDS
(FELT PAPER OR SIM) IS
PLAN
AGAINST TRUSS
& SP8 @ 2x8 STUDS)
PROVIDED
DOUBLE BOTTOM
W/ (3) 12d NAILS EA
(2) 2x SPF TOP PLATE
END
(2) H5 EA. FLOOR
SEE FRAMING PLAN
IF FLOOR SYS. NOT PRESENT PER FLOOR
FOR FLOOR
FRAMING PLAN, 2nd FLR STUDS TO BEAR ON
CONNECTION
CMU WALL BELOW PER DETAIL INCDICATED ON
PLAN
FLOOR FRAMING. INDICATED BASE STRAP
PROVIDE BLOCKING
REQ'D ON EITHER SIDE OF WALL. IF WF02/SD5
BELOW JAMBS
IS INDICATED, BASE STRAPS ARE REQ'D ON
MASONRY WALL SEE
BOTH SIDES OF THE WALL
PLAN FOR MORE INFO
s_4 HEADER CONNECTION @ 2nd FLOOR
TRUSS W/ 8d NAILS AT FLOOR SHEATHING & SHEATHING PER FLOOR SHEATHING & SHEATHING PER 3/4" FLOOR SHEATHING SHEATHING PER PLAN
16" O.C. TOP AND NAILING PER FLOOR DETAIL WF10/SD3 NAILING PER FLOOR DETAIL WF10/SD3 ATTACHED PER ATTACH PER NAILING
BOTTOM CHORDS FRAMING NOTES 2x STUDS , SEE FRAMING NOTES 2x STUDS , SEE NAILING SCHEDULE SCHEDULE
FRAMING PLAN FOR FRAMING PLAN FOR UNDER WINDOWS AND 2x STUDS , SEE
2x4 #2 SYP BLOCKING SPACING AND GRADE SPACING AND GRADE GIRDERS: BLOCK FRAMING PLAN FOR
@ 48" O.C. W/ (2) 12d AND SEE ARCH PLAN AND SEE ARCH PLAN SOLID BETWEEN SPACING AND GRADE
TOENAILS EACH END TO VERIFY SIZE SYS. 42 FLOOR TO VERIFY SIZE RIBBONS W/ SIMPSON AND SEE ARCH PLAN GIRDER TRUSS PER
2x BOTTOM PLATE W/ TRUSSES @ 24" O.C. A35 EA. END TO VERIFY SIZE
2x4 #2 SYP ANGLE (2) 12d @ 12" O.C.x BOTTOM PLATE W/ PLAN
AGAINST TRUSS (MAX)M'2x BLOCKING FOR 2x BOTTOM PLATE W/
VERTICAL @ 48" O.C. @ (2) 12d @ 12" O.C. SHEATHING/ DRYWALL
L(1) ROW 8d NAILS 3" ATTACHMENT W/ (2) (1) R d @ 12" O.C.
W/ (3) 12d NAILS EACH O.C. WALL SHEATHING (1) ROW 8d NAILS @ 3" () OW 8d NAILS @ 3"
END TO BOTTOM PLATE/ O.C. WALL SHEATHING 12d TOENAILS O.C. WALL SHEATHING
TOP CHORD TO BOTTOM PLATE/ EA. END TO BOTTOM PLATE
TOP RIBBON
PRE -ENG FLOOR TRUSS 2x SYP #2 RIBBON MIN 2x SYP #2 RIBBON (MIN
SYS. 42 FLOOR OR FIELD FRAME 2x4 ( 2x4) TO TRUSS W/ (4)
2x4) TO TRUSS W/ (4)
CONC. SLAB - KNEE WALL, STUDS @ 16d NAILS; BOTTOM
TRUSSES @ 24" O.C. 16" O.C. W/ (2) 16d NAILS 16d NAILS; BOTTOM RIBBON TO BE PT IF
SEE FOUNDATION (MAX) RIBBON TO BE PT IF SEE TRUSS LAYOUT
PLAN FOR MORE INFO @ EACH END. TRUSS TO BRG DIRECTLY ON
CMU W/ STRAP PER BRG DIRECTLY ON CMU CMU FOR HANGER
STANDARD CONNECTOR (2) ROWS 8d NAILS @ I (2) ROWS 8d NAILS @
NOTES 3" O.C. WALL SEE PLAN FOR 3" O.C. TYP. WALL
MASONRY WALL PER r (1) ROW 8d NAILS @ 3" MASONRY WALL PER r SHEATHING TO SIMPSON META16 AT CANTILEVER SHEATHING TO EA.
PLAN , O.C. WALL SHEATHING PLAN 1 ' BOTTOM RIBBON MASONRY OR MTS12 RIBBON
SEE FOUNDATION NOTE: ALL FLOOR TO BOTTOM PLATE NOTE: ALL FLOOR 1/8" GAP BETWEEN AT WOOD FRAME NOTE: ALL FLOOR
DETAILS FOR FTG INFO TRUSSES TO BE P.T. IF 1/8" GAP BETWEEN TRUSSES TO BE P.T. IF SHEATHING & CMU WALL TRUSSES TO BE P.T. IF
NO MOISTURE SHEATHING & CMU NO MOISTURE TRUSS TO CMU W/ MASONRY OR FRAME NO MOISTURE
BARRIER (FELT PAPER 2x4 PT SILL PLT. IF BARRIER (FELT PAPER STRAP PER STANDARD WALL PER PLAN BARRIER (FELT PAPER
3/4"=1'-0"
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@ 48" O.C. W/ (2) 12
10d x1-1/2" @ 24" O.C.
TOENAILS EACH EIS
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S1 TWO STORY PERP. FLOOR CONNECTION
(USE SP6 @ 2x6 STUDS
2x4 #2 SYP ANGLE
PLAN
AGAINST TRUSS
& SP8 @ 2x8 STUDS)
VERTICAL @ 48"0.
DOUBLE BOTTOM
W/ (3) 12d NAILS EA
(2) 2x SPF TOP PLATE
END
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(1) ROW 8d NAILS @ 3"
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TO BOTTOM PLATE/
TOP CHORD
ATTACH TRUSS
BOTTOM CHORD TO
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BLOCKING W/ (4) 16d BEAM PER PLAN ROWS 1/4"x3" SDS
OR (3) 16d TOENAILS SCREWS @ 12" O.C.
FLOOR SHEATHING
KNEEWALL
PER PLAN ATTACHI
SHEATHING PER PLAN
PER NAILING
ATTACH PER NAILING
SCHEDULE
SCHEDULE,
2x4 #2 SYP BLOCKII
CONTINUOUS FROM
@ 48" O.C. W/ (2) 12
TOP OF TOP PLATE TO
TOENAILS EACH EIS
BOTTOM PLATE.
S1 TWO STORY PERP. FLOOR CONNECTION
BEARING WALL PER
2x4 #2 SYP ANGLE
PLAN
AGAINST TRUSS
FLOOR TRUSS TO GIRDER CONNECTION
VERTICAL @ 48"0.
DOUBLE BOTTOM
W/ (3) 12d NAILS EA
PLATE
END
(2) H5 EA. FLOOR
TRUSS TO DOUBLE
BOTTOM PLATE, SLIT
FLOOR TRUSSES R
FLOOR DECKING TO
PLAN
ACCOMMODATE
STRAP
3/4"=1'-0"
SHEATHING PER PLAN
ATTACH PER NAILING
SCHEDULE
2x BOTTOM PLATE W/
(2) 12d @ 12" O.C.
(1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING
TO BOTTOM PLATE/
TOP CHORD
ATTACH TRUSS
BOTTOM CHORD TO
2x RIBBON OR BEAM BELOW W/ (2)
BLOCKING W/ (4) 16d BEAM PER PLAN ROWS 1/4"x3" SDS
OR (3) 16d TOENAILS SCREWS @ 12" O.C.
FLOOR SHEATH
PER PLAN ATTA
PER NAILING
SCHEDULE
FLOOR TRUSSE
PLAN
3/4"=1'-0"
SHEATHING PER PLAN
ATTACH PER NAILING
SCHEDULE
2x BOTTOM PLATE W/
(2) 12d @ 12" O.C.
(1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING
TO BOTTOM PLATE/
TOP RIBBON
2x SYP #2 RIBBON (MIN
2x4) TO TRUSS W/ (4)
16d NAILS; BOTTOM
RIBBON TO BE PT IF
BRG DIRECTLY ON
CMU
(2) H2.5A TRUSS TO
BEAM U.N.O. (1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING
BEAM PER PLAN TO BOTTOM RIBBON
(2) ROWS 8d NAILS @
3" O.C. WALL
SHEATHING TO BEAM
PERPENDICULAR TRUSS TO DROPPED BEAM
JOIST
CONTRACTOR TO
PROVIDE ADEQUATE
WATERPROOFING. NO
CONCRTE SLAB
PERMITTED
SEE WS10/SD4 FOR
ADDITIONAL INFO
z
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SLOPE w
SECTION AT BALCONY
3/4"=1'-0" I 3/4"=1'4"
2nd FLOOR WALL; SEE
PLAN FOR MORE INFO.
IF SHEATHING IS NOT
CONT. TO BOTTOM OF
FLOOR TRUSS,
SIMPSON LSTA18
STRAPS FROM EA.
STUD TO TRUSS REQ'D
SEE ARCH DWGS FOR
TOPPING INFO
3/4" PLYWOOD FLOOR
DECKING ATTACHED
PER NAILING
SCHEDULE
SLOPED BALCONY
FLOOR JOIST (12"
TALL) W/ LUS26 OR
LUS46 TO LEDGER
2x12 #2 SYP CONT.
LEDGER W/ (3) 1/4"x4-1/2"
SDS SCREWS EQ.
SPACED VERTICALLY @
24" O.C. AND @ EA. END
VERTICAL (MIN. 2" FROM
TOP & BOTTOM)
NOT USED
011
3/4"=1'-0"
MAX.
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3" O.C. WALL
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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.
3/4"=1'-0"
W
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KNEEWALL
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CONNECTION NOTES
C
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^
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TRUSS PER PLAN
TYPICAL TWO STORY SECTION - SYSTEM 42
S1 TWO STORY PARALLEL FLOOR CONNECTION
S1 TWO STORY PERP. FLOOR CONNECTION
fisi
CANTILEVERED FLOOR TRUSS CONNECTION
S1
FLOOR TRUSS TO GIRDER CONNECTION
FLOOR SHEATH
PER PLAN ATTA
PER NAILING
SCHEDULE
FLOOR TRUSSE
PLAN
3/4"=1'-0"
SHEATHING PER PLAN
ATTACH PER NAILING
SCHEDULE
2x BOTTOM PLATE W/
(2) 12d @ 12" O.C.
(1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING
TO BOTTOM PLATE/
TOP RIBBON
2x SYP #2 RIBBON (MIN
2x4) TO TRUSS W/ (4)
16d NAILS; BOTTOM
RIBBON TO BE PT IF
BRG DIRECTLY ON
CMU
(2) H2.5A TRUSS TO
BEAM U.N.O. (1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING
BEAM PER PLAN TO BOTTOM RIBBON
(2) ROWS 8d NAILS @
3" O.C. WALL
SHEATHING TO BEAM
PERPENDICULAR TRUSS TO DROPPED BEAM
JOIST
CONTRACTOR TO
PROVIDE ADEQUATE
WATERPROOFING. NO
CONCRTE SLAB
PERMITTED
SEE WS10/SD4 FOR
ADDITIONAL INFO
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3/4"=1'-0" I 3/4"=1'4"
2nd FLOOR WALL; SEE
PLAN FOR MORE INFO.
IF SHEATHING IS NOT
CONT. TO BOTTOM OF
FLOOR TRUSS,
SIMPSON LSTA18
STRAPS FROM EA.
STUD TO TRUSS REQ'D
SEE ARCH DWGS FOR
TOPPING INFO
3/4" PLYWOOD FLOOR
DECKING ATTACHED
PER NAILING
SCHEDULE
SLOPED BALCONY
FLOOR JOIST (12"
TALL) W/ LUS26 OR
LUS46 TO LEDGER
2x12 #2 SYP CONT.
LEDGER W/ (3) 1/4"x4-1/2"
SDS SCREWS EQ.
SPACED VERTICALLY @
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VERTICAL (MIN. 2" FROM
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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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STRUCTURAL ENG: CFG
DRAFTING:
-STRUCT:
MR
QC CHECK:
MRB
JOB No.
DWH-0205196
SCALE:
AS
INDICATED
DATE:
05/14/18
SD4
2x BRG WALL W/
SIMPSON SP2 @ TOP &
SP1 @ BASE. LSTA18
OR MTS12 MAY BE
USED @ BASE
EXTERIOR SHEATHING
ATTACH PER NAILING
SCHEDULE
(2) 2x4 #2 SYP
BLOCKING W/ SIMPSON
HUC24-2 EACH END,
USE (4) 10d & (2) 10d
NAILS. UNDER
WINDOW JAMBS USE
(2) 2x6 W/ HUC26-2.
2x8's MIN. SPF #2 @ 16"
O.C. MAX W/ MID POINT
BLOCKING (U.N.O.)
2x BASE PLATE W/ (2) 2x BRG WALL W/ SIMPSON SP2 @ MSTAM24 EA. SIDE OF -
12d NAILS @ 12" O.C. TOP & SP1 @ BASE. LSTA18 OR EA. STUD TO WALL
USE SIMPSON MTS12 MTS12 MAY BE USED @ BASE.(WHEN
OR LSTA18 TO WALL IS CONT. BRG ON TRUSS BELOW W/ (9) 10d
NAILS AND (5) 1/4"x2
2x BLOCKING W/ (2) 12d BLOCKING BELOW. STRAP STUDS W/ LSTA18 @ 16" O.C.
TOENAILS EACH END NOT REQ'D IF STUD IS TO TRUSS BELOW) TAPCE NS PER
ST
CONNECTED W/ MTS12 3/4" FLOOR SHEATHING ATTACHED STRAP; CENTER
2x BASE PLATE W/ (2) OR LSTA18 PER NAILING SCHEDULE STRAP BETWEEN
MASONRY WALL AND
12d NAILS @ 12" O.C. 2x BLOCKING W/ (2) 12d
TOENAILS EACH ENDFLOOR TRUSS PER FRAME WALL
3/4" FLOOR SHEATHING (2) 2x4 #2 SYP PLAN CONTRACTOR MAY USE
ATTACHED PER BLOCKING W/ SIMPSON 29 SIMPSON HTT4 AT
NAILING SCHEDULE HUC24-2 EACH END, WINDOW JAMB STUDS
291
USE (4) 10d & (2) 10d INSTEAD OF INDICATED
NAILS. UNDER EXTERIOR FLAT STRAP.
WINDOW JAMBS USESEE PLAN INTERIOR FLAT STRAP
A 1k SEE PLAN (2) 2x6 W/ HUC26-2. IS STILL REQUIRED AT
JAMB STUD CONDITION
LOW ROOF TRUSS SEE
TRUSS PLAN FOR SEE ARCHS FOR —�
LOW ROOF TRUSS SEE FLOOR TRUSS PER CONNECTIONS (IF FURRING AND
TRUSS PLAN FOR PLAN TRUSS IS CONT. BRG INTERIOR FINISH
CONNECTIONS ON MASONRY USE MASONRY (SHOWN) MASONRY WALL PER —
MASONRY (SHOWN) META16 @ 24" O.C. OR OR WOOD WALL PER PLAN
OR WOOD WALL PER ON WOOD USE HGA PLAN
PLAN CLIPS @ 24" O.C.)
SECTION @ RAISED HEEL TRUSS AS, SECTION @COMBO TRUSS
(2) 2x SYP #2
BUILT-UP STU[
COLUMNS
1/2"=V-011
3ER BY OTHERS
3S PER PLAN
SER PER PLAN
(2) 2x SYP COLUMNS ON EITHER SIDE OF GIRDER, PROVIDE SUFFICIENT
ROOM FOR GIRDER HANGER FLANGE. ATTACH LEDGER TO EA COLUMN
w/ (4) 1/4" x 3 1/2" (8 TOTAL) SIMPSON SDS SCREWS
LEDGER @ GIRDER
3/4"=1'-0"
1/2"= 1 1-01.
•
EXT. FINISH PER
2x8 MIN. SPF #2 @ 16"
TRUSS TO LEDGER I
ARCHS
O.C. - SEE FRAMING
(CONT. LEDGER w/ (2)
TOENAILS EACH SIDE
PLAN FOR MORE INFO.
r ---------------------------I
ISCREWS @ 16" O.C. , ..
2x4 BLOCKING
I
I
BETWEEN STUDS W/
ISIMPSON H2.5 EA.
SHEATHING PER PLAN
(2) 12d TOE NAILS
ITRUSS
ATTACH PER NAILING
EACH END
No
SCHEDULE
PRE-ENGINEERED —
°
2x8 #2 SYP P.T. SILL
TRUSS PER PLAN
SEE FLOOR FRAMING
PLATE W/ 1/2" EPDXY
(2) 2x TOP PLATE
IF 2 -PLY TRUSS
ANCHOR BOLT OR
SIMPSON LUS26-2
I
J -BOLT W/ MIN. 7"
2x8 #2 SYP P.T. SILL —
16" O.C. MAX. & 3"
EMBED. @ 32" O.C. & 3"
PLATE W/ 1/2" EPDXY
FROM EA. END - USE I
FROM EA.END
ANCHOR BOLT OR
(3) SCREWS FOR 24" I
SIMPSON LUS26. USE
J -BOLT W/ MIN. 7"
O.C. I
LUS26-2 FOR 2PLY
EMBEDMENT @ 32"
I
MAX 1/8" GAP
O.C. & 3" FROM EACH
I
BETWEEN SHEATHING
END
AND CMU
a
MIN. (4) 16d NAILS TO
fno:❑>-o �
STUDS ABOVE TO
CONT. #5 IN TIE BEAM
EXT. FINISH PER
ARCHS
OPT. TRUSS
RECESS LEDGER
S6d IDENAOILS) T. USE (4)
STUDS ABOVE ARE
WALL SPLICE DETAILS
EXTERIOR SHEATHI"
LEDGER @ OPEN TO BELOW
SEE 2NE
r--------------------------- WALL SE
I ADDITIO
A INFORMS
I
SIMPSON H2.5 I
FROM TOP OF WALL
TRUSS TO LEDGER I
IMIN. 2x6 #2 SYP
TO BOTTOM OF SILL
(CONT. LEDGER w/ (2)
TOENAILS EACH SIDE
PLATE ATTACH PER
r ---------------------------I
ISCREWS @ 16" O.C. , ..
NAILING SCHEDULE
I
I
ROOF SHEATHING —
ISIMPSON H2.5 EA.
END OF LEDGER -
(USE (3) SREWS IF 24"
ATTACH PER NAILING
ITRUSS
i
SCHEDULE
SIMPSON CS18 F
O.C. MAX. (INSTALL (4)
PRE-ENGINEERED —
NAILS AT EA. SIDE OF
PLYWOOD FLOORING —
TRUSS PER PLAN
SEE FLOOR FRAMING
MIN. 2x6 #2 SYP CONT. I
(2) 2x TOP PLATE
IF 2 -PLY TRUSS
LEDGER W/ (2) Y4"x3-1/2"
SIMPSON LUS26-2
I
SDS WOOD SCREWS@
I— -------_
BEARING WALL
16" O.C. MAX. & 3"
REQUIREMENTS
8" CMU WALL, TYP.
FROM EA. END - USE I
SEE FLOOR
STUDS ABOVE
(3) SCREWS FOR 24" I
SIMPSON LUS26. USE
IRECESS LEDGER INTO
O.C. I
LUS26-2 FOR 2PLY
(TRUSS. VERIFY W/
I
TRUSS
TRUSS SHOP
6AWINGS
I
T B
L
2x8 SYP#2 LEDGER W/
MIN. (4) 16d NAILS TO
fno:❑>-o �
STUDS ABOVE TO
EACH STUD (AT EACH
OPT. TRUSS
RECESS LEDGER
S6d IDENAOILS) T. USE (4)
STUDS ABOVE ARE
STUDS BELOW
LEDGER @ OPEN TO BELOW
SEE 2NE
r--------------------------- WALL SE
I ADDITIO
A INFORMS
I
SIMPSON H2.5 I
TOE NAILS.
TRUSS TO LEDGER I
IMIN. 2x6 #2 SYP
I
I
(CONT. LEDGER w/ (2)
TOENAILS EACH SIDE
IYa''x3" SDS WOOD
(2) 2x SPF#2 BAS
ISCREWS @ 16" O.C. , ..
PLATE. ATTACH
IMAX - EQUALLY
W/ (2) 16d NAILS
(SPACED & 3" FROM °
I
END OF LEDGER -
(USE (3) SREWS IF 24"
LEDGER RECESSED
INTO TRUSS. VERIFY I
IO.C. IS REQUIRED
w/ SHOP DRAWINGS
L --------------------------J
OPT. TRUSS RECESS LEDGER
SECTION @ LOW ROOF
3/4"=1'-0"
NOT USED
3/4"=1'-0"
2X4 #2 SYP NAILER
TO STUDS W/ 3-16d
@ EA. STUD.
ATTACH TRUSS TO
NAILER W/ (3) 10d
ALIGN 2ND FLOC
TOE NAILS.
STUDS w/ 1ST FL
ROOF AND EXTERIOR
STUDS
SHEATHING
TOENAILS EACH SIDE
ATTACHED PER
(2) 2x SPF#2 BAS
NAILING SCHEDULE
PLATE. ATTACH
2X8 #2 SYP CONT.
W/ (2) 16d NAILS
LEDGER W/ (4) 16d
TRUSS, THEN Al
NAILS. ATTACH NAILS
2ND PLY W/ (2) 1
INTO END OF EA.
@ 12" O.C.
FLOOR TRUSS, 24"
SIMPSON CS18 F
O.C. MAX. (INSTALL (4)
WF16/
NAILS AT EA. SIDE OF
PLYWOOD FLOORING —
G.T.)
SEE FLOOR FRAMING
SIMPSON LUS26 OR
(2) 2x TOP PLATE
IF 2 -PLY TRUSS
SIMPSON LUS26-2
SEE PLAN FOR
TRUSS TO LEDGER
BEARING WALL
2x4 SYP#2 BLOCKING
REQUIREMENTS
8" CMU WALL, TYP.
STUDS TO ALI&
SEE FLOOR
STUDS ABOVE
FRAMING PLAN FOR
J rn Uj
MORE INFO. VERIFY
O
PLAN FOR LOCATION
FLOOR GIRDER SEE
AND DIRECTION fiF2 SECTION @ 2 -STORY BRG.
1-1/2"=V-0"
2x8 #2 SPF MIN STUDS
@ 16" O.C. PER PLAN
2x4 CONT. W/ (2) 12d
NAILS TO EACH STUD
2x8 #2 SYP SILL PLATE
W/ Y2" EPDXY ANCHOR
OR J -BOLT @ 32" O.C.
W/ MIN. 7" EMBEDMENT
& 6" FROM EACH END
MASONRY WALL PER
PLAN
EWE
C
SECTION @ OPEN TO ABOVE
12
PER PLAN
(2) 2x TOP PLATE
(2) 2x HEADER SEE —
PLAN FOR MORE INFO
& CONNECTIONS
O.H.
PER ELEV.
EXT. SHEATHING 2x4 NAILER W/ (2)
ATTACH PER NAILING 16d NAILS @ 16" C
SCHEDULE 2x4 STUDS @ 16"
1/2" GYP. BOARD
SIMPSON H10A @
EACH DIAGONAL
BRACE
SEE LD02/SD3 CS18 EA. STUD AE
FOR MORE INFO. TO STUD BELOW
END LENGTHS &
(18)-18d NAILS
2x BOTTOM PLATE
ATTACH TO DOUB
TOP PLATE W/ (2)
4-1/2" SDS SCREA
12" O.C., STAGGEF
ROWS 6"
IF SHEATHING IS NOT
CONTINUOUS TO BASE 2x BEARING WALL
PLATE, SP8 TOP AND WITH ROOF LOAD
BOTTOM ARE REQ'D REFER TO BEARIN
WALL SCHEDULE
CMU WALL PER PLAN STUD BASE
CONNECTION &
BOTTOM PLATE
ANCHORS
fi7F 1 BRACING @ 2 STORY FRAME WALL
PRE ENGINEERED
TRUSSES @ 24" O.C.
MAX. PER PLAN
SEE ARCHS FOR ROOF
WATERPROOFING AND
FINISH
TRUSS ANCHOR (SEE
PLAN)
ROOF SHEATHING
ATTACHED PER
NAILING SCHEDULE
2x #2 SPF STUDS @ 16"
O.C. w/ EXT. SHEATHING
FROM TOP OF WALL TO
BOTTOM OF TRUSS/
GIRDER SEE PLAN FOR
WINDOW ATTACHMENT
INFO. IF WALL
SHEATHING ISN'T CONT.
LSTA18STRAPS ARE
REQ'D FROM STUDS TO
GIRDER BELOW
SEE LD02/SD3 FOR
MORE INFO IF
TRUSSES ARE
PARALLEL TO WALL
ROOF SHEATHING
ATTACHED PER
NAILING SCHEDULE
WINDOW SEE PLAN
PLATES U.N.O.
FOR LOCATION
J -BOLTS @ 7" FROM EA. END OF
2x BLOCKING w/ (2) 12d —
O1/2"
TOENAILS EACH SIDE
TOP PLATE TO HEADER WITH LSTA12 BENT
IF WALL SHEATHING IS
MAX. W/ 6 MIN. EMBEDMENT & 2"
STOPPED BELOW
EXT. SHEATHING FROM
ROOF LINE
TOP OF WALL TO DBL
I �
BOTTOM PLATE. IF
2x BASE PLATE W/ 12d —
SHEATHING IS NOT
@ 24" O.C. TO FLOOR
CONT. ADD BLOCKING
SYSTEM BELOW
@ SHEATHING SPLICE
W/ (3) 10d TOENAILS
PLYWOOD FLOORING —
EA. END. SIMPS. SP4
SEE FLOOR FRAMING
@ TOP REQ'D
PLAN FOR MORE INFO
ROOF SHEATHING
ATTACH PER NAILING
o
SCHEDULE
LAN
2x4 SYP#2 BLOCKING
IREC
USS DNFO
W/ (2) 10d TOE NAILS
&MORE INFO
LOW ROOF TRUSS W/
\_LSTA30
16" TALL RAISED HEEL
J rn Uj
BOTTOM CHORD
O
EXTENSION
FLOOR GIRDER SEE
HEADER
PLAN FOR
ATTACH EACH TRUSS
CONNECTION
T B
SIMPSON CS18
O.H.
PER ELEV.
EXT. SHEATHING 2x4 NAILER W/ (2)
ATTACH PER NAILING 16d NAILS @ 16" C
SCHEDULE 2x4 STUDS @ 16"
1/2" GYP. BOARD
SIMPSON H10A @
EACH DIAGONAL
BRACE
SEE LD02/SD3 CS18 EA. STUD AE
FOR MORE INFO. TO STUD BELOW
END LENGTHS &
(18)-18d NAILS
2x BOTTOM PLATE
ATTACH TO DOUB
TOP PLATE W/ (2)
4-1/2" SDS SCREA
12" O.C., STAGGEF
ROWS 6"
IF SHEATHING IS NOT
CONTINUOUS TO BASE 2x BEARING WALL
PLATE, SP8 TOP AND WITH ROOF LOAD
BOTTOM ARE REQ'D REFER TO BEARIN
WALL SCHEDULE
CMU WALL PER PLAN STUD BASE
CONNECTION &
BOTTOM PLATE
ANCHORS
fi7F 1 BRACING @ 2 STORY FRAME WALL
PRE ENGINEERED
TRUSSES @ 24" O.C.
MAX. PER PLAN
SEE ARCHS FOR ROOF
WATERPROOFING AND
FINISH
TRUSS ANCHOR (SEE
PLAN)
ROOF SHEATHING
ATTACHED PER
NAILING SCHEDULE
2x #2 SPF STUDS @ 16"
O.C. w/ EXT. SHEATHING
FROM TOP OF WALL TO
BOTTOM OF TRUSS/
GIRDER SEE PLAN FOR
WINDOW ATTACHMENT
INFO. IF WALL
SHEATHING ISN'T CONT.
LSTA18STRAPS ARE
REQ'D FROM STUDS TO
GIRDER BELOW
SEE LD02/SD3 FOR
MORE INFO IF
TRUSSES ARE
PARALLEL TO WALL
ROOF SHEATHING
ATTACHED PER
NAILING SCHEDULE
O FARING WALL �— SEE TRUSS LAYOUT
USING SIMPSON H10A FOR TRUSS LOCATION
U.N.O. ON FRAMING
PLANS & CONNECTION INFO
3/4"=1'-0"
F15� TYPICAL CONNECTION @ GIRDER OR BEAM
3/4"=1'-0"
SHEATHING CONT. TO 2x4 BLOCKING W/ (2)
2nd STORY WALL 16d NAILS @ EA. END.
BOTTOM PLATE BLOCK ADJACENT
ATTACH PER NAILING BAYS @ EACH
SCHEDULE DIAGONAL BRACE AS
SHOWN. FASTEN ROOF
SHEATHING TO 2x
BLOCKING W/ 8d NAILS
@ 6" O.C.
(5) 16d NAILS
DIAGONAL BRACE TO
BLOCKING
PROVIDE 2x4 SYP #2
CONT. BRACE W/ (2)
16d NAILS EACH
DIAGONAL BRACE
O.S.B. TO OVERLAP TRUSSES PER PLAN
BOTTOM PLATE 1-1/4"
(MIN.)
2x LEDGER TO UPPER
FLOOR WALL W/
1/4" X 3-1/2" SIMPSON
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05/14/18
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OON NOTES & CONNECTOR LEGEND
SHEET FOR REQUIRED QUANTITY
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MATCH BETWEEN FLOORS
2 STORY INTERIOR BEARING WALL
STRAPS TOP &�
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PER BEARING WALL
SCHEDULE
ALL CS18 STRAPS TO HAVE MIN
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(18) 8d NAILS
PROVIDE EXTERIOR SHEATHING
ATTACHED PER NAILING SCHEDULE
FOR EXTERIOR 2 STORY WALLS
lel
2X4 SYP #2 DIAGONAL Q
BRACE @ 48" O.C. MPF. Q
45° FROM
HORIZONTAL BRACE : 2
NOT REQUIRED % e
6' FROM EAVES.
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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05/14/18
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lel
2X4 SYP #2 DIAGONAL Q
BRACE @ 48" O.C. MPF. Q
45° FROM
HORIZONTAL BRACE : 2
NOT REQUIRED % e
6' FROM EAVES.
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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05/14/18
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2X4 SYP #2 DIAGONAL Q
BRACE @ 48" O.C. MPF. Q
45° FROM
HORIZONTAL BRACE : 2
NOT REQUIRED % e
6' FROM EAVES.
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:
05/14/18
SD5
MIN. (3) 2x SYP
STUDS REQ'D
OF LANDING Vt
16d NAILS FRO
LEDGER TO S1
PACK
STANDARD (3) 2
STRINGERS W/
SIMPSON A35 / i
CLIP TO FLOOR
SYSTEM & LANE
FRAMING
(2) 2x BEAM PER
SCHEDULE REQ'D
END OF LANDING I
STRINGERS TO
CONNECT TO. BEAM TO MATCH JOIST
TO BEAR DIRECTLY ON DEPTH W/ (3) 10d
BUILT UP COLUMNS TOENAILS EACH END
BELOW
A -A PLAN VIEW @ 90 DEGREE TURN LANDING
SEE SCHEDULE FOR MAX WIDTH OF LANDING
MIN. (3) 2x SYP #2
STUDS REQ'D @ EN
OF LANDING W/ MIN
16d NAILS FROM
LEDGER TO STUD
PACK
STANDARD (3) 2X12
SYP #2 STRINGERS
SIMPSON A34 / A35
CLIP TO FLOOR
SYSTEM & LANDING
FRAMING
END OF LANDING FOR SCHEDULE @ LANDING
STRINGERS TO @ 16"O.C. W/ SIMPSON
CONNECT TO. BEAM A35 OR LUS26 HANGER
TO BEAR DIRECTLY ON ON EACH SIDE
BUILT UP COLUMNS
BELOW
A -A PLAN VIEW @ 180 DEGREE TURN LANDING
SEE SCHEDULE FOR MAX WIDTH OF LANDING
3/4" O.S.B. W/ 8d NAILS
@ 3" O.C. TOP AND
BOTTOM CHORD
I -JOIST PER FRAMING
PLAN W/ SQUASH
BLOCK OR
BEAM/FLOOR TRUSS
PER PLAN
\
2x12 STRINGERS ONE —/
ON EACH SIDE AND
ONE @ MID -SPAN /1
A34 @ EA. STRINGER
TO LANDING
2x ATTACHED TO
STRINGER
2x12 STRINGERS ONE
ON EACH SIDE AND
ONE @ MID -SPAN /
A35 CONNECTION
2X8 P.T. SPF #2 (MIN.)
LET -IN FASTEN TO
SLAB USING MIN. (4) 4'
X 3" EVENLY SPACED
TAPCONS @ MIN. END
DISTANCE OF 1-1/2"
A35 @ EA. STRINGER
TO LANDING
SEE ARCHS. FOR MAX.
RISE OF STEPS AND
MIN. TREAD DEPTH
(2) 2X BEAM PER
SCHEDULE @ END OF
LANDING FOR
STRINGERS TO
CONNECT TO. BEAM
TO BEAR DIRECTLY ON
BUILT UP COLUMN
BELOW.
MIN. (3) 2x4 SPF #2
COLUMN
BASE PLATE
STANDARD (3) 2X12
STRINGERS W/
SIMPSON A34 CLIP TO
FLOOR SYSTEM
LINE UP 2xJOIST IN
LINE WITH MIDDLE
2x12 STRINGER TO BE
UTILIZED AS BLOCKING
2xJOISTS @ LANDING
@ 16"O.C. W/ SIMPSON
A35 OR LUS26 HANGER
ON EACH SIDE
2xJOIST (P.T. IF
ATTACHING TO
MASONRY WALL) CONT
LEDGER w/ (3) 16d
NAILS @ 16" O.C. MAX.
TO EACH STUD. ((2) 1/4"
x 3 1/2" TITENS @ 16"
O.C. MAX. FOR
MASONRY WALL)
3/4" PLYWOOD OR OSB
SHEATHING OVER
LANDING ATTACHED
PER GENERAL FLOOR
CONSTRUCTION
NOTES
MID SPAN BLOCKING
TO MATCH JOIST
DEPTH W/ (3) 10d
TOENAILS EACH END
SEE PLAN FOR
MASONRY WALL OR
WOOD WALL
2x JOIST (P.T. IF
ATTACHING TO
MASONRY WALL) CONT
LEDGER W/ (3) 16d
NAILS @ 16" O.C. MAX.
TO EACH STUD. ((2) 1/4"
x 3 1/2" TITENS @ 16"
O.C. MAX. FOR
MASONRY WALL)
6" MIN.
re
STAIR WINDER DETAIL
2xJOIST LEDGI
IF ATTACHING
MASONRY WAI
SIMPSON A35
CONNECTIONS
MASONRY WAL
FRAME WALL BI
PLYWOOD SHEATHING
OVER LANDING
ATTACHED PER
GENERAL FLOOR
CONSTRUCTION
NOTES
BEAM @ END OF
LANDING PER
SCHEDULE
B -B CROSS SECTION OF BEAM TO LEDGER
STRINGERS TO BE
NOTCHED AT LANDING
(3) 16d TOENAILS
PENDING LANDING
HEIGHT AND PLAN
LAYOUT. HEADER
WITHIN SUPPORT
WALL COULD BE
REQUIRED. SEE PLAN
FOR REQUIRED
HEADER AND
SUPPORT
INFORMATION.
2x JOIST (P.T. IF
ATTACHING TO
MASONRY WALL) CONT
LEDGER W/ (3) 16d
NAILS @ 16" O.C. MAX.
TO EACH STUD. ((2) 1/4"
x 3 1/2" TITENS @ 16"
O.C. MAX. FOR
MASONRY WALL)
WOOD OR MASONRY
WALL SEE PLAN FOR
MORE INFO
2x JOIST PER
SCHEDULE
HEIGHT OF LANDING
PER FLOOR PLAN
BEAM/JOISTS REQUIREMENT AT LANDING
HEIGHT OF STAIRS
BEAM
JOISTS
MAX WIDTH
AT LANDING
(#2 SYP)
(#2 SYP)
OF LANDING
•••�:L14
...
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(3) 2x12
2x8
8'-0"
12'-0"
(2) 2x12
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( 1) 2x8
2x6
4'-0"
(3) 2x12
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8'-0"
10'4"
(2) 2x12
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(1) 2x8
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2x12
9._011
(2) 2x12
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2x6
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(3) 2x12
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91.0.1
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g'_p
(1) 2x12
(1) 2x8
2x6
5'-0"
5'-0" OR LESS
(2) 2x12
2x8
9'-0"
(1) 2x12
(1) 2x8
2x6
6'-0"
NOT USED
NOT USED
2x6 VERTICAL @ 6'-0"
O.C. MIN. AND @ ANY
OPENING W/IN
HANDRAIL
KNEEWALL
SECTION X -X
SEE ARCH PLAN _
MAX. 4'-0" ABOVE FLO(
2x4 #2 SPF STUDS
@ 24" O.C. 2x4 SILL PLATE W/ (2
10d NAILS @ 4" O.C.
(NOTCHED @ 2x6
VERTICAL LOCATION
NOTCH SILL PLATE
FOR VERTICAL
2x L -BRACE W/ 12d 2x6 VERTICAL AND
NAILS @ 4" O.C. L -BRACE @ 6'-0" O.C.
@ ANY OPENING
3Y2"
2x4 CONT. TOP PLATE
ATTACH TOP PLATE TO
STUDS W/ (2) 16d TOE
NAILS
2x4 #2 SPF STUDS @
24" O.C. W/ (2) 12d
TOENAILS BOTTOM
NOTCH SILL AND
PLYWOOD FLOORING
TO ALLOW VERTICAL
TO SLIDE DOWN TO
FACE OF TRUSS
ATTACH 2x6 VERTI
DOUBLE TRUSS PARALLEL TO FLOOR TO TRUSS (3)
SDSS WOOD SCREWV
N.T.S. EQUALLY
SPACED/CENTERE
2x4 CONT. TOP PLATE TRUSS TO OUTSID.
ATTACH TOP PLATE TO FACE OF TRUSS
STUDS W/ (2) 16d TOE
NAILS
SEE ARCH PLAN
MAX. 4'-0" ABOVI
2x4 #2 SPF STUDS @ X I X
24" O.C. W/ (2) 12d
TOENAILS BOTTOM
NOTCH SILL AND
PLYWOOD FLOORING
TO ALLOW VERTICAL
TO SLIDE DOWN TO
FACE OF TRUSS
ATTACH 2x6 VERTICAL
TO TRUSS W/(3)Y4'x31,
SDS WOOD SCREWS
2x4 SILL PLATE W/
10d NAILS @ 4" O.0
(NOTCHED @ 2x6
VERTICAL LOCATIC
2x6 VERTICAL AND
L -BRACE @ 6'-0" 0.1
@ ANY OPENING
GUARDRAILS AND HANDRAILS, INCLUDING IN -FILL COMPONENTS,
SHALL BE CONSTRUCTED TO WITHSTAND A LIVE LOAD OF 50 PSF
AND A CONCENTRATED LOAD OF 200 PSF PER FBC R301 AND
TABLE R301.5 (FBC 6TH EDITION)
rvv i t:
ATTACHED PER PLAN EQUALLY1. BASED ON MIN. TREAD DEPTH OF 10" AND MAX. RISER HEIGHT OF 7-3/4" SPACED/CENTERED IN TRUSS SEE PLAN
2. IF HEIGHT FALLS IN BETWEEN VALUES ROUND UP TO NEAREST HEIGHT TRUSS TO OUTSIDE
ST01 GENERAL LANDING & 3.(l) 2x12 BEAM IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING FOR I(S7TO3�SECTION HANDRAIL W/ FACE OF TRUSS
STRINGER ATTACHMENTS. SEE CHART FOR MIN. SIZE OF INSIDE BEAM. NAIL
STAIR FRAMING INFO SCALE: 3/4" = 1'-0" (20 PLY BEAM TOGETHER USING (2) 12d NAILS AT 4" O.C. SINGLE TRUSS PARALLEL TO FLOOR
4. BEAM TO BEAR ON SUPPORT COLUMN W/ (3) 16d TO (BLOCK SOLID FLOOR TRUSSES SCALE: 3/4" =1'-0" PERPENDICULAR TO FLOOR
UNDER BEAMS LESS THAN 2x12) N.T.S.
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.
rohibit .
2x4 CONT. TOP PLATE
(ATTACH TOP PLATE
TO STUDS W/ (2) 16d
TOE NAILS
2x4 #2 SPF STUDS @
24" O.C. EVERY OTHER
STUD TO BE
ATTACHED TO TRUSS
BELOW (OTHERWISE
ATTACH W/ (2) 12d
TOENAILS @ BOTTOM)
2x4 SILL PLATE W/ (2)
16d TOE NAIL EA.
CONT. BRACE & 10d
NAILS @ 4" O.C. TO
FLOOR SHEATHING
ATTACH 2x4 TO TRUSS
W/ (2) Y4"x3" SDS
SCREWS EQUALLY
SPACED & CENTERED
IN TRUSS
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