2826 Gipper Cir 18-2927 (a)•
GENERAL NOTES -
FOUNDATIONS = ■
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MEANS AND METHODS STRUCTURAL STEEL
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
BEARING CAPACITY 2000 PSF CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, rDavid Weekley Homes
TERMITE TREATMENT ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
REQUIREMENTS. IF PERIMETER TREATMENT USED, INSTALL SENTRICON BAITING FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. REAGAN LOT 2
STATIONS. UC .BOLTS SMALLER THAN 5J8
CAST IN PLACE CONCRETE UNDER STAIR PROTECTION DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, (12.7MM) GYPSUM BOARD. PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED MODEL 7 ELEVATION'A'
AND MAXIMUM WATER/CEMENT RATIO OF 0.58. CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL `-
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
ASTM A-615 GRADE 40 MIN. IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, BE 3Y ' UNO.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONER SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION GARAGE N
C OSS WIRE WITHIN AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND MINIMUM G50 ZINC COATING BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE < ,
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS " ACI 301. 2• WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE PROTECTION.
2826 GIPPER CIR z 1111 (D
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY- o �� ��1 U j N
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF `��� �� • • a ao
AT EACH END SHALL BE PROVIDED. PRESERVATIVE WOOD TREATER. PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. A NRD �`` ���••• '�� O CO 'r
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES D ■ �� �?�' '- Z
0 �2 Uc�
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF o Q � w � � w p � � ,d J
CENTER TO UPPER 1/3 OF THE SLAB. ASTM F1667 `✓ Z �U d Q �: Q Qap
BOLTS AND THREADED RODS
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 IbAn2 U.N.O. E = 2,000,000 IbAn2 U.N.O. E = 1,500,000 Wine U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc ll- 3000 Fc ll= 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.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-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-63).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
FIELD REPAIR NOTES
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR, USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS 1N NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
**EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL WAN 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.
DESIGN PRESSURES. -
PREFABRICATED WOOD TRUSSES
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS W
WIND
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
MASONRY WALL CONSTRUCTION
AND STRUCTURAL PLANS FOR MORE INFO.
QC CHECK:
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
PSI (fm = 1900 PSI)
TRUSS ENGINEER OF RECORD
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
LATEST EDITION OF ANSI TPI 1.
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
MANUFACTURER UNLESS NOTED ON PLANS
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
TRUSS DESIGN LOADS
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
TOP CHORD: Lr = 16 PSF
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
POSITIONERS IN MIDDLE OF WALL
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
DL = 14 PSF (TRUSS OVERBUILD)
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
BOTTOM CHORD: DL = 5 PSF
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
MINIMUM FLOOR DESIGN LIVE LOADS:
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
C) DECKS = 40 PSF D) STAIRS = 40 PSF
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
MINIMUM FLOOR DESIGN DEAD LOADS:
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
GENERAL LOADING
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
ATTIC WITHOUT STORAGE= 10 PSF
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
ATTIC WITH LIMITED STORAGE = 2Q PSF
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
GUARDRAILS / HANDRAILS =200 LB POINT LOAD / 50 PSF
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W1
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
CONSOLIDATION.
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
WOOD CONSTRUCTION
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
GRADED "No.1/No.2" BY NLGA, OR BETTER.
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END -
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 IbAn2 U.N.O. E = 2,000,000 IbAn2 U.N.O. E = 1,500,000 Wine U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc ll- 3000 Fc ll= 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.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-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-63).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
FIELD REPAIR NOTES
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR, USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS 1N NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
**EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL WAN 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.
DESIGN PRESSURES. -
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 139 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY 11
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
STRUCTURAL NOTES & COVER
WIND PRESSURE & SUCTION
EFFECTIVE
-STRUCT:
UPDATES _
(PSF)
WIND
FOUNDATION FORMS PLAN
N VALUE DENOTES PRESSURE
AREA (SQ FT)
QC CHECK:
TIE BEAM PLAN
- VALUE DENOTES SUCTION
AREA
4)
O
10
(+) 21.2
(+) 21.2
SECOND FLOOR PLAN
- . 22.9
(-) 28.3
20
(+) 20.2
(+) 20.2
ELE-2
(-) 22.0
(-) 26.4
50
(+) 19.0
(+) 19.0
INTERIOR DETAILS
(-) 20.8
(-) 23.9
100
(+) 18.0 _
(+) 18.0
ELVA
(-) 19.8
- 22.0
GARAGE DOORS
9'-0" x 7'-0"
16'-0" x 7'-0"
SIDE ELEVATIONS'
(+) 18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 50.4
PLOT PLAN
4
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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
PLANS EXAMINER
<& -I-l%
DATE
SANFORD BUILDING DIVISION
A PERMIT ISSUED SHALL BE CONSTRUED TO BE A
LICENSE TO PROCEED WITH THE WORK AND NOT AS
AUTHORITY TO VIOLATE, CANCEL, ALTER OR SET
ASIDE ANY OF THE PROVISIONS OF THE TECHNICAL
CODES, NOR SHALL ISSUANCE OF A PERMIT PREVENT
THE BUILDING OFFICIAL FROM THEREAFTER
REQUIRING A CORRECTION OF ERRORS IN PLANS,
CONSTRUCTION OR VIOLATIONS OF THIS CODE
COMPACTION TEST
REQUIRED
Results to be Verified
at Slab inspection
#1g-2927
1_DIN
SANFORD
O�IPAR-
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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INDEX OF DRAWINGS
SHEET
DRAFTING:
SHEET TITLE
S1
STRUCTURAL NOTES & COVER
PHS
-STRUCT:
UPDATES _
FS -1
FOUNDATION FORMS PLAN
TBA
QC CHECK:
TIE BEAM PLAN
PLN -1
FIRST FLOOR PLAN
PLN -2
JOB No.
SECOND FLOOR PLAN
ELEA
FIRST FLOOR UTILITY PLAN
ELE-2
SECOND FLOOR UTILITY PLAN
INT -1
INTERIOR DETAILS
INT -2
DATE:
STAIR SECTION _-
ELVA
FRONT & REAR ELEVATIONS
ELV-2
SIDE ELEVATIONS'
RFP -1
ROOF PLAN -
PLT -1
PLOT PLAN
coX:
S1
S2
FOUNDATION PLAN -
S2.1
DOWEL PLACEMENT 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
9/6/2017
CREATED ELEV. A & B W/ OPTIONS FRENCH DOORS @ FAMILY &
SUPER FAMILY ROOM
DP
2
10/3/2017
UPDATED PORCHES TO BEAMS ILO LINTELS
JW
3
12/15/2017
UPDATED EVANS SQUARE TO STEM WALL AND ADDED REAGAN
POINTE VERSION (ACCU-SPAN)
JW
4
2/28/2018
PLANS HAVE BEEN UPDATED TO MEET F.B.0 6TH EDITION (2017)
RESIDENTIAL
DJ
5
5/29/2018
ADDED REAGAN POINT ELEV A W/ SUPER FAMILY PER RPT -25
(ACCU-SPAN)
EA
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FLORIDA Core Plan Notes 1/3/18
*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, 1 3/8" 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 41N -
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
NOTE: ALL BEDROOM WINDOWS
TO MEET EMERGENCY
EGRESS CODE
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TOTAL SLAB 1292
GARAGE 395
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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. WINDOWAND 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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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 & RECEPTACLES 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
(2) # 2/0 XHHW ALUMINUM CONDUCTORS
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* MIN. 20 MINUTE FIRE RATED, 1 3/8" SOLID WOOD, OR 13/8" SOLID OR HONEYCOMB CORE
STEEL DOOR BETWEEN GARAGE & LIVING SPACE.
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* 1/2 GYPSUM BOARD AT ALL GARAGE WALLS/CEILINGS SEPARATING GARAGE FROM
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* 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
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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.
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Z CONC. SLAB PER FOUNDATION PLAN SLAB W/ (1) #5 CONT. � � ¢ I �, I•:. REQUIRED RECESS SLOPE :., TIE BEAM MIN. 25" _
g FOUNDATION PLAN W/ 3" COVER TYP. Z `- >' #5 CONT. CONC. SLAB PER SPLICE GROUT CELL ~
a w O a .I ' _ ° THRESHOLD PER MFRS . . I w
LL •• � REINFORCEMENT SEE FOUNDATION PLANH SOLID PER PLANS O
L. Ix ...,: ..., : ' . w z ._ w I.J. .. �. SPECIFICATIONS
w co : ' • GRADE �' ° . w o d FOUNDATION PLAN
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° o ♦.f. • : ' ... "A ♦ . � : d •• !; ..�.: FOR QUANTITY O
III=� I I _ I •.. MANUFACTURERS Z
I' • ' °° - - - w a., ' - - _ �, �P....�, a SPECIFICATIONS > O
d • d. _ =1 I I—III=1 I I I I I I I I=1 1= L.d• • ' I _ _ �'' #5 x 25" x 25"CORNER a • • �_. ; : d v o —
GRADE I.. ! .♦.d = _ �l _ _ III—I I ♦' ,
_23III III- BAR, ONE FOR EA. cn - - I .' ' • . - - a
- • . I I w — — ♦ . — — —
1I d VERIFY PLAN DETAILS d• HORIZONTAL U - Z (I I -III -I I- a' III -III -I w
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LU �.� •.. . • , Id FOUNDATION PLAN I- - - _ -III III=III O
b I (I- III -III = = I- -I (-= _- I I- • I I= CONT. BARS. MAINTAIN • . ; I - :..
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.. °
CONDITIONS SEE III I ¢
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DETAIL MF20 FOR - - , A. 8" 8,. 8" $„ _
1=III 11= -1 I 1=) I _ _ lo
1_pDEEP MONO VERIFY PLAN DETAILS III -I I 1=1 I 1=1 1 I ' •., : ;. W/ 3 COVER TYP.
(2) #5 BARS CONT. BEND EACH CONT. #5 PER MFG
FOR REQUIRED #5 BAR AT STEP DOWN, SLOPE EXT. SURFACE � CLEAN COMPACTED �
W/ 3" COVER TYP. CONT. BARS. MAINTAIN OR GRADE 1/8" PER o w
CLEAN COMPACTED OR INSTALL #5 HOOK FILL @ 95 h STANDARD
FILL @ 95 /o STANDARD 3" COVER TYP. FOOT AWAY FROM
o BARS FOR EACH CONT. DENSITY g
WHERE 2ND STORY OCCURS, FTG BUILDING - O
DENSITY BAR. LAP REBAR PER WHERE 2ND STORY OCCURS, FTG U
SHALL BE 1'-4" WIDE W/(3) #5 BARS DETAIL MD08 ON 1/2" FIBER EXPANSION SHALL BE 1'-4" WIDE W/(3) #5 BARS 0 W
LINTEL PLAN AS REQUIRED z¢
fiFO FOOTING @ SHOWER AT MASONRY -fiFO THICKENED EDGE
fiFO TYPICAL STEP FOOTING DETAIL . F1 TYPICAL CORNER BAR DETAIL (TOP VIEW) F1 EXTERIOR DOOR POURED SILL fiF1 FOOTING AT INTERIOR BEARING WITH CMU W
3/4"=V-0" 3/4 =1-0 3/4"=1'-0" 3/4"=V-0., 3/4"=1'-0.1 3/4"=1'-0 a ♦ ^ °
FILLED CELL PER PLAN (2) #5 x 4'-0" BARS WOOD POST PER PLAN O J $ _ °
CENTERED AT PIPE PVC OR SCH40 SLEEVE FOR SIZE AND BASE
PENETRATION CONNECTION.
4" TOP COURSE TO BE � x aF
CHAIR BLOCKS. > - O
GARAGE _ 8" CMU - _ `' : a v a a :a- ENTIRE BASE TO BE Z Q 00
__ _ Z
CONC. SLAB PER FINISH PER ELEV. I �—III=) ` - =III -I I FILLED SOLID SEE ELEVATION a
- - FOUNDATION PLAN I 8" C.M.U. FINISH PER III -III I I -III CMU BASE W/ (1) #5 � Z C�
FINISH FLOOR VERTICAL @ EA. 0
TOP VIEW CORNER ELEV. —I_ Z I = a• 4 a - M I I- CORNER. SEE PLAN U O W �
PENETRATING FINISH FLOOR 00 -I I- ° a III FOR BASE SIZE; BARS CD
REFER TO O ~ E
- CONC. SLAB PER - ; ' ` 'd " . PIPE. MAX 4" Z 1- - - (FOUNDATION PLAN TO TIE INTO EXT. FTG. r: �` °� z � 8
FOUNDATION PLAN GARAGE WALL •' ° • RADE _ PENETRATING PIPE ;III=1 I III=1 I I-1 I I=I I -FOR CONT. BY TIE IN OR EPDXY °, : - Z o C9 U O o M r'
BEYOND = ''' - - • ' MAX. 4" CONNECTION ° Q -2
iv a SEE FDN. I I. O Q Z > °o -
-1 I I I PLAN FOR III- FOUNDATION A �- co 0 w
THICKENED EDGE I ¢ �` Q m 0 $
#5 LOOP TIE TYP. I I I .. ' . J m o: o > o
.'•' ; ( SIZE & REINF. INFORMATION > O W
I.. v.e. F � Z J U ox°�wo
DRIVEWAY BY PVC SLEEVE MAX I I FOOTING PER MF08 ON ° ,
M y: + REFER TO PIPE PERPENDICULAR TO FND THIS SHEET BEYOND d w z Z z � Z w z E
BUILDER- CONCRETE 6 DIAMETER -I -I I (- �..: �, FOUNDATION PLAN I w Q O Q LL w Y=
4 M OR PAVERS Z d'.. FOR CONT. I ..•.. I 0 U o
CONC. SLAB OR cn g a
ch - .+. , n FOOTING PER PLAN _ z CONTACT EOR FOR ADDITIONAL REVIEW PITCH
I- "� g FOUNDATION PAVERS PER PLAN
A.
•'' J W � 0
. °:� ' I =J I-) I CLEAN COMPACTED INFORMATION FOR ANY PIPE INSTALLED PARALLEL TO FOUNDATIONS f d w W O Q w o
Z -III a GRAD 2
-'v °° - o FILL @ 95% STANDARD FOOTING PER PLAN n a a A - -• — 1—. - I;.° _ _ _ L�— O o "
_ -4. .. a ` I —III— . ♦ � . ' -- ' will III—III-1 I �
1 = -° - —I I I CLEAN COMPACTED (SIDE VIEW) DENSITY Q .-
-I FILL @ 95% STANDARD PVC SLEEVE va a = — SEE FOUNDATION FOR I - d... .-. a' ' .
-III _I I =1 I I III- DENSITY (FRONT VIEW) MAX 6" DIA. ) I (-III a" III -III- PAD SIZE .I I L a I - •' III w
4., 8„ 8" x 8" THICKENED
_ z
I (I=III O I(=III- CLEAN COMPACTED I I I '� L
EDGE W/ (1) #5 CONT. —I I I=I I v G I I—III- FILL @ 95%STANDARD I I .:°'
W/ 3 COVER, TYP. ; (I I a s -I ( I I I( DENSITY L (- -- I 0 Q
THICKENED EDGE @ GARAGE DOOR fiFf�TYPICAL FOUNDATION PENETRATIONS I I �' I I� III-III=III AREFOOTING N ENTRY MASONRY COLUMN Z M
3/4
PIPE PARALLEL TO FND /4"=V-0„ w J LL
O W p o
TOP COURSE TO BE CHAIR
0 -
MIN.
MIN. (2) #5 DOWEL W/ 2_
CONC. SLAB PER ALL REINFORCEMENT SHALL CONC. SLAB PER MIN. 6" EMBED. INTO BLOCKS. ENTIRE BASE TO BE ` WOOD POST PER PLAN 0 Vi = O
FOUNDATION PLAN MAINTAIN 3" CLEAR TO FOUNDATION PLAN MAIN FOOTING W GROUTED SOLID SEE ELEVATION FOR SIZE AND BASE o W W N LL 11
GRADE AND 1-1/2 CLEAR TO SIMPSON EPDXY @ CMU BASE w/ (1) #5 VERTICAL @ CONNECTION ALL REINFORCEMENT SHALL ¢ m Z
12 O.C. EACH CORNER CONT. TO FOOTING. GRADE AND 1-1/2 CLEAR TO 0 =
ANY FACE EXPOSED TO MAINTAIN 3" CLEAR TO O Q
WEATHER ALL REINFORCEMENT SEE FLR. PLAN FOR BASE SIZE �_' I ' a.• F Z
SHALL MAINTAIN 3" CLEAR CONCRETE STAIRS AS O ANY FACE EXPOSED TO
TO GRADE AND 1-1/2" REQ'D PER GRADE W/ PER PLAN DEEP O FOUNDATION i.:• f > WEATHER W j W
CLEAR TO ANY FACE MIN (1) #5 BAR V u
EXPOSED TO WEATHER #3 STIRRUPS @ 48" O.C. WHEN I : .a' .' I •. w - M Z
0 r
MONO DEPTH EXCEEDS 26", IF • : I a ' ':, w FORM TO MATCH PEDESTAL z W W
SEE DEPTH IS LESS THAN 26", a ♦: _ vwi DIMENSIONS ABOVE. POUR WITH W rZ a IL
a° e•_. a' a• a e[ STIRRUPS ARE NOT REQ'D. • a.: DEEP MONO FOOTING _ a.
PLAN I : •• • Z -
—I i 1- • I .. oo ih _I 1-► j I= • • -'I o • , SEE FOUNDATION FOR SPREAD t w Q_ � j Q C7
°.. a'• • FOOTING SIZE.
(2) #5 BARS TOP = ,•; Z (2) #5 BARS @TOP a oo c�
@ . ° w z r _ �...:_ �-r _ .�'_a� ,� 1 _ ra .1,., . o O o C7 N
WHEN MONO DEPTH O WHEN MONO DEPTH - I I I ti L' • • a : e e '
EXCEEDS 26", IF -II(=I I :: •.. L :. t- EXCEEDS 26", IF • d ° :a.: ,, • ' I Z 0 2 w N
Z m
DEPTH < 26 THESE - O ., .: • . '• .. - , .. I a _ _
—III , .
'I - - GRADE C7
—III �' =•
DEPTH < 26" THESE - L°, '... �A . :, - a� .: p' ,.. :.. i I- �.�'• . ° • �° •.I .I° 1 4 I a I 1=I 1=
BARS ARE NOT REQ'D -I I ,I . I BARS ARE NOT REQ'D I I- .•� �°•� 6 GRADE a. °..-.4
I STRUCTURAL ENG: RMG
•: GRADE
#3 STIRRUPS @ 48" = III I ' '' a I ' - - - #3 STIRRUPS @ 48" - I " ' a I ' - - -1 ° : : u . a; ♦...- ..: .. :.,a : ° ..'' e • - -I I Z III U DRAFTING:
a I n• I II I- I- CLEAN COMPACTED w
F
O.C. WHEN MONO =III=I .. ;I. III=III- Z O.C. WHEN MONO I I (=1 ' r :: .:: :j. a III=III=III- z - o °
DEPTH EXCEEDS 26", :III=III I ! I ♦ =1I(- I DEPTH EXCEEDS 26", =III I • =III -III- �. ~, a `- •• I• . i ' ..a : • I: a':: `:. .• .: I I I= —I I (fil FILL @ 95 /o STANDARD 0 STRUCT: MR
_ o :� r- �; r �,� a r w ��'= a = = ; I I a (I=I I- DENSITY
IF DEPTH < 26" THESE =1 ((—I ,a III—I I q IF DEPTH < 26 THESE III—I III=III- r ~
U QC CHECK: EA
— (I JOB No. DWH-0205344
BARS ARE NOT REQ'D 1— �•' _ 1 BARS ARE NOT REQ'D ' .b •. ... ., • 0
(2) #5 BARS CONT_ W/ I I- 111= -I 1 CLEAN COMPACTED(2) #5 BARS CONT. W/ CLEAN COMPACTED I I -III -III -1 I - I
3" COVER TYP. 1'-4" FILL @ 95% STANDARD 3" COVER TYP. III III 1'-4". - o DEEP MONO REINFORCEMENT - J SCALE: AS INDICATED
g
-I I - FILL @ 95 /o STANDARD CONTINUOUS THROUGH COLUMN BASE. I` -DENSITY - DENSITY AT CORNERS: SPLICE PER PLAN w
F2 DEEP MONOLITHIC FOOTING F2 DEEP MONOLITHIC FOOTING W/ STAIR fiF2 FOOTING @ ENTRY MASONRY COLUMN W/ DEEP MONO - NOT USED W
_ 3/4"=V-0..
M S3
f --
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. YLLC is strict) prohibited.
PRECAST LINTEL LOAD TABLE GENERAL CONCRETE LINTEL SCHEDULE
CONTRACTOR TO VERIFY LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED LINTEL MANUFACTURERS:
THE GROUT IS LEVEL APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., AND LOTT'S CONCRETE CASTE -CRETE, QUALITY, AND LOTTS
WITH TOP OF BLOCK FOR AT CORNERS PRECAST "U" METAL LATH OR WIRE SCREEN
PROPER TRUSS/ FLOOR PROVIDE LINTEL W/ 3000 OVER COURSES NOT REQ'D STANDARD LINTELS STANDARD LINTEL NOTES
SYSTEM BEARING (MIN 3") STANDARD #5 psi CONC. PER TO BE FILLED. (SHEET METAL CLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24 -113/8F24-013 8F32-113/81732-013
HOOK BAR. LAP LINTEL PLAN. IF & PAPER FELT PROHIBITED) 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
OTHER BARS INTO REBAR IS TYPICAL TRUSS ANCHOR PER PLAN 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000
CORNER AS INTOEQ'D INDICATED IN PROVIDE SCREEN WHEN BLOCK BELOW 2'-2" 1783 3069 / 3069 6113 / 5163 8974 / 8054 10000 / 10000 2. (1) #5 REBAR 1N TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
LINTEL, #5 TO BE • HOOK PER
IS NOT REQUIRED TO BE FILLED 2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107 OPENINGS. U.N.O.
3'
HOOKED INTO MD08 -2" 1217 2165/1969 6113/2931 8672/4576 10000/6224 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO
SIDE VERTICALS ' STANDARD 90 DEGREE HOOK 3'4" 1006 1663/1349 5365/1999 7342/3123 10000/4249 HAVE MIN. 8" BEARING EA. END
4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249 q LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN .
d ,• (: ' d: •.. d ` • • '_'• a c TYP. BOND BEAM 8" x 8" x 16" K.O. .�
—:77J—
. _ _ _ W 4 -6 710 1423/1105 4360/1631 6036/2549 8328/3470
•: -r. • -� • •.: INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
• . F LINTEL BLOCK FILL WI 3000 psi CONC. 5'-2' 570 1232/1232 3480 / 2580 8360 / 3586 8825 / 4592
• • o'. • . d ' • •" ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
W/ (1) #5 DIA REBAR
Ir 6'-2" 488 991/991 2661/2143 5681 / 2698 6472 / 3685
aLL 7'-0" 416 752/699 1843/1625 3486/2602 6390/3302 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
p o W g 8'-0" 354 726/699 1843/1625 3486/2255 6205/2885 CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS '
• ; •
•
f a..77
ll
a . N
a
9'-2"
315
618/535
1533/1247
2781/1946
4754/2489
ADEQUATE FOR THE LOADS.
`- .
N011-
SHEAR WALL
T OPENING
10'-0"
Ir 6'-2" 488 991/991 2661/2143 5681 / 2698 6472 / 3685
aLL 7'-0" 416 752/699 1843/1625 3486/2602 6390/3302 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
p o W g 8'-0" 354 726/699 1843/1625 3486/2255 6205/2885 CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS '
W
• ; •
GRADE 40
ll
a . N
a
9'-2"
315
618/535
1533/1247
2781/1946
4754/2489
ADEQUATE FOR THE LOADS.
`- .
N011-
SHEAR WALL
T OPENING
10'-0"
292
567 / 454
1366 / 1277
2423/1770
4006/2263
W
W
21/4
4'B/4
91/4
_ ,� =
0- 9 -4 T.O.M. INTERIOR/EXTERIOR
#4
". ( I:; Z M O o W
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
91/2
•. d.
BOTTOM STEEL LINTEL IF
d
•
g
U)
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
Q
7
a
25
10'-8"
277
492/352
1254/1132
2193 / 1567
3552/2003
81/16
•
INDICATE -SHOULL D HOOK INTO
41/2
.
•r*
181/2
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
z
43/8
9 13/16
16 1/2
11'-2"
255
471/352
1075/1075
1838/1567
2883/2003
Z
g
: • '.
VERTICAL CELLS PER MD08
-L.
•.
c
I .�'d_ c
• ' (.)
7• LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
• �
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12�-0'� 239 418/297 1075/1045 1838/1446 2883 / 1848
12'-8"
0
369 / 261
1002/984
169711361
2630/1738
o-
ROUGH OPENING PER PLAN
— = c '-
SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
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2662 / 0
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STD. 90 DEGREE ANGLE 3000 psi
= �: 2 a
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Z �
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14 -0 0 292/0 1160/0 1660/0 2439/0
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CONC. W/ (1) #5 DIA. REBAR
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16'-0" 0 284 / 0 950 / 0 1379 / 0 1997 / 0
MATERIALS
W
0 211/0 750/0 1177/0 1676/0 � Q. ��> 2 ►¢ 0; 2 Z
8" x 8" x 16" CMU U.N.O. 18'-8 0 142 / 0 598 / 0 1114 / 0 1468 / 0 1. fc PRECAST LINTELS = 3500 PSI. Z i id •'• Go �:•
TIE 20'-0" 0 180/0 598/0 1024/0 1441/0 _ t �4i •••••....•••••• 5 ��� Z 0
O BEAM WINDICATE(1) #5 BAR W/ 300 0 pS FILLED CELL sli CONC. SEE 20'-8" 0 145/0 550/0 981/0 1376/0 3. GROUTED PER ASTM C476 fig 0 3000'psi W/ MAXIMUM 3/8"AGGREGATE AND 8" TO 11" SLUMP. w ''���// * PRO��� 0
'• ' l'' MD08 FOR LAP INFO. 22'-8" 0 110/0 450/0 824/0 1147/0
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE f -
c RECESSED LINTELS -FILLED w
PROVIDE CLEAN OUT OPENING @ GROUT CLEAR OPENING 8R6-1B/8R6-OB 8R14-1Bl8R14-OB 8R22-1B/8R22-OB STRENGTH = 1900 PSI. Q
FILLED CELL AND REBAR (TYP). MORTAR 2'-4" 1694/1694 3725/3280 5499/5421 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW O
JOINTS SHOULD NOT BE CUT 0
2'-8" 1425/1425 3343/3280 4933/4933 RELAXATION. 7/32 WIRE PER ASTM A510.
(9
' SEE FOUNDATION FOR FOOTING 3'-0" 1230/1230 2769/2769 4085 / 4085 z
e • �_ :'. �- : :� a 3,-4° 1081/920 2769/1716 4085/2836 LINTEL DESIGNATION SCHEDULE _� W
4'-4' 846/833 2121/1716 3127/2839 J Q
5'-4" 664 / 572 1761 / 1761 2595 / 2595 LINTEL F = FILLED WITH GROUT Q Q
MARK U = UNFILLED o
•� � °' 6'-4" 526/434 1539/1539 1329/2267 REQUIREMENTS
R = RECESSED & FILLED WITH GROUT
• I ' • T-4" 480/322 1334/1334 1964/1552 O
81-4" 415/235 1152/1152 1694/1552 A 8R6-1B/1T T
O QUANTITY OF #5 REBAR @
BOTTOM OF LINTEL CAVITY =
fi—D'O*kTYPICAL MASONRY CONSTRUCTION 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER UL
0 8F8-1B/1T 8F16-1B/1T
3/4"=1'-0" 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. O 8R14-1B/1T—QUANTITY OF #5 REBAR AT TOP 0
z
0° NOMINAL HEIGHT 0
81716-16/1T ( Z
TYPE DESIGNATION NOMINAL WIDTH > O_
O 8R14-0B/1T F --
a
O 81716-0B/1T 1-1/2" CLEAR w
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
~ = U
SEE DOWEL LAYOUT 0 8F20-1B/1T O W
` PLAN FOR FILLED CELL W
::: ' • F- _ #5 REBAR AT TOP MIN. (1) REQ D <
- •
,' INFORMATION. MIN. 1 " 81720-0B/1T Q
Q
LINTEL PER PLAN ' '; , ..•.._ ., ; .:Y : _ _
IS REQUIRED ON
z C. �
"' ,. •,,: EITHER SIDE OF O 8R22-1B/1T
OPENING U.N.O. ° 0 GROUT
• `' O 8F24-1B/1T Z #5 REBAR AT BOTTOM OF LINTEL w
J
TRANSOM OPENING CAVITY a
— ° O BOTTOM REINFORCING PROVIDED
5'-0 5'-0" 2'-8"��I�--'�` O
s / \ 8R22-OB/1T 7-5/8 ACTUAL IN LINTEL (VARIES) 0
FRAME INFILL AROUND le -
8" NOMINAL WIDTH I jL OU81724-OB 1T(2) 2x8 SYP #2 P.T. WOOD HEADERWINDOW BY BUILDER :: O FO Fol O FILLED
SEE WF01/SD1 FOR TURNED SIDEWAYS. ATTACH (2) 2x8
8R30-1 B/1T '�
.. :. SYP #2 P.T. HEADER TO MASONRY w
• MORE INFO P 8F32-1B/1T 1-1/2" CLEAR ~ U °
-� , - WALL W/ SIMPSON HU28-2 OR HUC28-2 -N Q o
HANGER @ EA. END. USING (14) 1/4
-N R 8R30-0B/1T 0 U d
DIA. x 2 3/4 TAPCONS & (6) 10d NAILS Q _
INTO HEADER. NAIL EACH PLY AND _ #5 REBAR AT TOP MIN. (1) REQ'D O
EACH ADDITIONAL HEADER PLY W/ (2)OO 81732 -OB/1T ¢ Q C.M.U. z
ROWS OF 10d NAILS STAGGERED @ 6 = Z O U
': •:; ,:, O.C. AND MIN. 2" FROM ENDS. 0 81738 -1 B/1T 7 z
ZL5 > L Z °0 — �f7
8F12 AB/1T r - SILL'
DOOR OR WINDOW OPENING ';'
• ~ BOTTOM REINFORCING PROVIDED a J Z
O 8F40 -0B/1T '�''�` ui
• MAX 4'-0" REFER TO DESIGN . 7-5/8" ACTUAL IN LINTEL (VARIES) �
PLANS FOR REQUIRED Ow 8F8 -0B/1T 8" NOMINAL WIDTH W V "'
IN -FILL FRAMING U W Y
DIMENSIONS - Ox 8F40-1B/1T UNFILLED �..� C'6 CO 0 - 8
DO LINTEL W/ TRANSOM DETAIL Z
0 W V Z N Ol
SAFE LOAD TABLE NOTES f- ? o ° > LL
J -
H U) N
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED O W Q o o x v' -
3'-0" LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL 0 Lam_. J U) 0 H � � W o
O RECESSED LINTELS BASED ON 4" NOMINAL BEARING. a F- z < < W g
2. 0 = NOT RATED. UO U O W CL
- - - - 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. w W W o
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR � _ Z O v
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL:
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. W
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY Z
z
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
COLUMN BASE HEIGHT 16'-0" SUPPORT. 0
PER ARCHITECTURAL - O 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 0 Q
PLANS N
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. z > M
0 W ..J
WALL L
U) W p
�
GRADE 40
GRADE 60
BAR SIZE
BEND 0
•
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
`- .
N011-
SHEAR WALL
T OPENING
"
- TYPI AL SHEAR WALL
SEGMENT
#3
1"7/8
4,6/4
W
W
21/4
4'B/4
91/4
_ ,� =
0- 9 -4 T.O.M. INTERIOR/EXTERIOR
#4
.I4',
55/8
91/2
• :
-
d
121/2
32
6
31/8
7
a
25
33/4
7
1151/2
40
#6
0 211/0 750/0 1177/0 1676/0 � Q. ��> 2 ►¢ 0; 2 Z
8" x 8" x 16" CMU U.N.O. 18'-8 0 142 / 0 598 / 0 1114 / 0 1468 / 0 1. fc PRECAST LINTELS = 3500 PSI. Z i id •'• Go �:•
TIE 20'-0" 0 180/0 598/0 1024/0 1441/0 _ t �4i •••••....•••••• 5 ��� Z 0
O BEAM WINDICATE(1) #5 BAR W/ 300 0 pS FILLED CELL sli CONC. SEE 20'-8" 0 145/0 550/0 981/0 1376/0 3. GROUTED PER ASTM C476 fig 0 3000'psi W/ MAXIMUM 3/8"AGGREGATE AND 8" TO 11" SLUMP. w ''���// * PRO��� 0
'• ' l'' MD08 FOR LAP INFO. 22'-8" 0 110/0 450/0 824/0 1147/0
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE f -
c RECESSED LINTELS -FILLED w
PROVIDE CLEAN OUT OPENING @ GROUT CLEAR OPENING 8R6-1B/8R6-OB 8R14-1Bl8R14-OB 8R22-1B/8R22-OB STRENGTH = 1900 PSI. Q
FILLED CELL AND REBAR (TYP). MORTAR 2'-4" 1694/1694 3725/3280 5499/5421 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW O
JOINTS SHOULD NOT BE CUT 0
2'-8" 1425/1425 3343/3280 4933/4933 RELAXATION. 7/32 WIRE PER ASTM A510.
(9
' SEE FOUNDATION FOR FOOTING 3'-0" 1230/1230 2769/2769 4085 / 4085 z
e • �_ :'. �- : :� a 3,-4° 1081/920 2769/1716 4085/2836 LINTEL DESIGNATION SCHEDULE _� W
4'-4' 846/833 2121/1716 3127/2839 J Q
5'-4" 664 / 572 1761 / 1761 2595 / 2595 LINTEL F = FILLED WITH GROUT Q Q
MARK U = UNFILLED o
•� � °' 6'-4" 526/434 1539/1539 1329/2267 REQUIREMENTS
R = RECESSED & FILLED WITH GROUT
• I ' • T-4" 480/322 1334/1334 1964/1552 O
81-4" 415/235 1152/1152 1694/1552 A 8R6-1B/1T T
O QUANTITY OF #5 REBAR @
BOTTOM OF LINTEL CAVITY =
fi—D'O*kTYPICAL MASONRY CONSTRUCTION 1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER UL
0 8F8-1B/1T 8F16-1B/1T
3/4"=1'-0" 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. O 8R14-1B/1T—QUANTITY OF #5 REBAR AT TOP 0
z
0° NOMINAL HEIGHT 0
81716-16/1T ( Z
TYPE DESIGNATION NOMINAL WIDTH > O_
O 8R14-0B/1T F --
a
O 81716-0B/1T 1-1/2" CLEAR w
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
~ = U
SEE DOWEL LAYOUT 0 8F20-1B/1T O W
` PLAN FOR FILLED CELL W
::: ' • F- _ #5 REBAR AT TOP MIN. (1) REQ D <
- •
,' INFORMATION. MIN. 1 " 81720-0B/1T Q
Q
LINTEL PER PLAN ' '; , ..•.._ ., ; .:Y : _ _
IS REQUIRED ON
z C. �
"' ,. •,,: EITHER SIDE OF O 8R22-1B/1T
OPENING U.N.O. ° 0 GROUT
• `' O 8F24-1B/1T Z #5 REBAR AT BOTTOM OF LINTEL w
J
TRANSOM OPENING CAVITY a
— ° O BOTTOM REINFORCING PROVIDED
5'-0 5'-0" 2'-8"��I�--'�` O
s / \ 8R22-OB/1T 7-5/8 ACTUAL IN LINTEL (VARIES) 0
FRAME INFILL AROUND le -
8" NOMINAL WIDTH I jL OU81724-OB 1T(2) 2x8 SYP #2 P.T. WOOD HEADERWINDOW BY BUILDER :: O FO Fol O FILLED
SEE WF01/SD1 FOR TURNED SIDEWAYS. ATTACH (2) 2x8
8R30-1 B/1T '�
.. :. SYP #2 P.T. HEADER TO MASONRY w
• MORE INFO P 8F32-1B/1T 1-1/2" CLEAR ~ U °
-� , - WALL W/ SIMPSON HU28-2 OR HUC28-2 -N Q o
HANGER @ EA. END. USING (14) 1/4
-N R 8R30-0B/1T 0 U d
DIA. x 2 3/4 TAPCONS & (6) 10d NAILS Q _
INTO HEADER. NAIL EACH PLY AND _ #5 REBAR AT TOP MIN. (1) REQ'D O
EACH ADDITIONAL HEADER PLY W/ (2)OO 81732 -OB/1T ¢ Q C.M.U. z
ROWS OF 10d NAILS STAGGERED @ 6 = Z O U
': •:; ,:, O.C. AND MIN. 2" FROM ENDS. 0 81738 -1 B/1T 7 z
ZL5 > L Z °0 — �f7
8F12 AB/1T r - SILL'
DOOR OR WINDOW OPENING ';'
• ~ BOTTOM REINFORCING PROVIDED a J Z
O 8F40 -0B/1T '�''�` ui
• MAX 4'-0" REFER TO DESIGN . 7-5/8" ACTUAL IN LINTEL (VARIES) �
PLANS FOR REQUIRED Ow 8F8 -0B/1T 8" NOMINAL WIDTH W V "'
IN -FILL FRAMING U W Y
DIMENSIONS - Ox 8F40-1B/1T UNFILLED �..� C'6 CO 0 - 8
DO LINTEL W/ TRANSOM DETAIL Z
0 W V Z N Ol
SAFE LOAD TABLE NOTES f- ? o ° > LL
J -
H U) N
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED O W Q o o x v' -
3'-0" LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL 0 Lam_. J U) 0 H � � W o
O RECESSED LINTELS BASED ON 4" NOMINAL BEARING. a F- z < < W g
2. 0 = NOT RATED. UO U O W CL
- - - - 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. w W W o
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR � _ Z O v
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL:
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. W
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY Z
z
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
COLUMN BASE HEIGHT 16'-0" SUPPORT. 0
PER ARCHITECTURAL - O 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 0 Q
PLANS N
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. z > M
0 W ..J
WALL L
U) W p
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
�
GRADE 40
GRADE 60
BAR SIZE
BEND 0
•
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
`- .
N011-
SHEAR WALL
T OPENING
"
- TYPI AL SHEAR WALL
SEGMENT
#3
1"7/8
4,6/4
W
W
21/4
4'B/4
91/4
_ ,� =
0- 9 -4 T.O.M. INTERIOR/EXTERIOR
#4
21/2
55/8
91/2
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
�
GRADE 40
GRADE 60
BAR SIZE
BEND 0
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
"7"
1D„
0 N
W
"
licit
'2D4„
#3
1"7/8
4,6/4
W
W
21/4
4'B/4
91/4
_ ,� =
0- 9 -4 T.O.M. INTERIOR/EXTERIOR
#4
21/2
55/8
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
181/2
48
#7
43/8
9 13/16
16 1/2
35
5114
9 13/16
213/4
56
EGEND
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o
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11
BEARING WALLS VERIFY
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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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1/4"=1 -oil
S5
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.
BEARING WOOD WALL SCHEDULE
qO
STUD
LUMBER
CONNECTION & FASTENERS
UPLIFT
SPF #2 BUILT UP STUD COLUMN
TAG
PACING
SPECIES
CAP.
(plfl
BLOCKING
TOP
BOTTOM
BW1
16"
SPF
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
OL
4x4 SYP #2 P.T. COLUMN
MO
NAILS
NAILS
UPLIFT
O3-1/2"x3-1/2"
BWZ
16"
SPF
SP4 W/(6)
10d x 11" NAILS
SP4 W/(6)
10d x 12' NAILS
570 plf
MID -SPAN
BW3
16"
SPF
SP4 W/(6)
10d x 13" NAILS
SP4 W/(6)
10d x 12' NAILS
570 plf
3rd. PT.
BW4
12"
SPF
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
H10A-2 1070
H10A-21245
O7"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL COVER
SHEET.
PLATE
UPLIFT
O3
1/2" X 117/8" ENGINEERED LUMBER COLUMN PER STRUCTURAL
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
COVER SHEET
NAILS
NAILS
COVER SHEET
BW5
12"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12" NAILS
760 plf
MID -SPAN
BW6
��
12
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 121" NAILS
760 If
p
3rd. PT:
BW7
16"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
860
1000
RMGT
w/(22)10d e EPDXY ANCHOR w/SIMP. SET EPDXY MIN.
UPLIFT
NAILS & (18)4'x24' TAPCONS
12" EMBEDMENT
FRAME TO CMU
NAILS
NAILS
El
HTT4 w/(1 8)16d x 22" NAILS & 1" EPDXY ANCHOR w/SIMP. SET
BW8
16 „
SYP
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
664 plf
MID -SPAN
BW9
16"
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12' NAILS
664 plf3rd.
PT.
BW10
12"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
UPLIFT
MID -SPAN
1020
1175
12
NAILS
NAILS
1110
1235
BW11
12"
SYP
SP4 W/(6)
10d x 11" NAILS
SP4 W/(6)
10d x 12" NAILS
885 plf
MID -SPAN
BW12
12
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6) -
3rd.
10d x 12' NAILS
885 If
p
PT.
BW13
16"
SPF
SP4 W/(6)
1„
10d x 12 NAILS
SP4 W/(6)
10d x 12 NAILS
280 plf
MID -SPAN
MSTC40 w/ (52) 16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
@ 32"o.c.
@ 32"o.c.
LTT20B w/(10) 10d NAILS & $" EPDXY ANCHOR w/SIMP. SET
COLUMN TO FTG.OR
BW14
12"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
380 If
p
MID -SPAN
HTT4 w/(18) 16d x 22' NAILS w 8' EPDXY ANCHOR w/SIMP. SET
@ 24"o.c.
@ 24"o.c.
19
EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE
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 1" 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
qO
(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
Op
(2)2X6 SPF #2 BUILT UP STUD COLUMN
OE
(3)2X6 SPF #2 BUILT UP STUD COLUMN
< F�
(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
OK
(2)2X8 SYP #2 BUILT UP STUD COLUMN
OL
4x4 SYP #2 P.T. COLUMN
MO
6x6 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.
<8>3-1/2"X5-1/4"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
FRAME TO CMU
(1)ply 1985
O3-1/2"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
(2)ply TRUSS (14) 16d x 12" NAILS
2
O3-1/2"x9-1/2"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
F31
H10A w/(18)10d x 12' NAILS OR
O5-1/4"x5-1/4"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
H10A 1140
0
O5-1/4"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET.
H10A-2 1070
H10A-21245
O7"x7"
ENGINEERED LUMBER COLUMN PER STRUCTURAL COVER
SHEET.
PLATE
NAILS & (18)4'x24" TAPCONS
O3
1/2" X 117/8" 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
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 & $" EPDXY ANCHOR WMIN.
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & e" EPDXY ANCHOR w/MIN.
7" EMBEDMENT.
8x8: ABU88 w/(1 8)16d NAILS & (2)1" EPDXY ANCHORS w/
MIN. 7" EMBEDMENT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP AND
BASEPLATE 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 31"
8d RING SHANK
.113" x A"
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
VALUESSPF(Ib)
.TAG
H2x8
(2)2x8 #2 SYP w/2' FLITCH PLATE
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
SYP(Ib)
(2)2x8 #2 SYP
META16 w/(8) 10dx12' NAILS OR META20 w/(8)
B2x8
WITH 1/2" FLITCH
w/(6)10d NAILS & (14)4x22"
H3.5x5.5
10d x 1z" 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
H5.25x11.25
(3)1.75"x11.25" LVL
(2)META16 OR (2)META20
H3x12
(2)2x10 #2 SYP
(10) 10d NAILS
ID(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
2
(2)ply 1900
(2)ply 1900
F31
H10A w/(18)10d x 12' NAILS OR
10'-0" TO 12'-0"
H10A 1015
H10A 1140
0
(2)ply TRUSS H10A-2 w/(18) 10d x 13" NAILS
FRAME TO FRAME
H10A-2 1070
H10A-21245
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
HTS20 w/(24)10d x 12' NAILS
PLATE
NAILS & (18)4'x24" TAPCONS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
1245
1450
w/(24)10d x 111" NAILS
TO BEAM: SIMP. HUC410 w/(18)16d &
a(2)HTS20
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
2490
2900
61
_ H2.5A w/(10)8d
FRAME TO FRAME
535
600
MTS 12 w/(14)10d x 12' NAILS
TO POST: SIMP. HTS20 OR MSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
860
1000
RMGT
w/(22)10d e EPDXY ANCHOR w/SIMP. SET EPDXY MIN.
NAILS & (18)4'x24' TAPCONS
12" EMBEDMENT
FRAME TO CMU
3140
3140
El
HTT4 w/(1 8)16d x 22" NAILS & 1" EPDXY ANCHOR w/SIMP. SET
TO BEAM: SIMP. HUC410 w/(18)16d &
EPDXY MIN. 7" EMBEDMENT
FRAME TO CMU
3640
4235
10
HGT-2 w/(16)10d NAILS WPW'EPDXY ANCHOR w/SIMP. SET
FRAME TO CMU
6280
6280
ON MASONRY: (2) SIMP. MSTAM24
EPDXY MIN. 5" EMBEDMENT
TO POST: (2) SIMP. HTS20 OR MSTA18
11
HTSM16 w/(8)10d NAILS & (4) T"x 24" 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
833p1f
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
W
z
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
!2
O
(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 COLD 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.
a
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 TRUSSESMOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
6. 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 WOUT 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)4x22"
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
H5.25x11.25
(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
V-0" TO X-11"
PLATE
NAILS & (18)4'x24" TAPCONS
4'-0" TO 7'-11"
2
ON MASONRY: (1) SIMP. MSTAM24
8'-0" TO 9'-11"
2
TO POST: SIMP. HTS20 OR MSTA18
10'-0" TO 12'-0"
3
TO BEAM: SIMP. HUC410 w/(18)16d &
0
(2)2x12 #2 SYP
(10) 10d NAILS
B2x12
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
PLATE
NAILS & (18)4'x24" TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
o
F-
TO POST: SIMP. HTS20 OR MSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
B3.5x11.25
(2)1.75"x11.25" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
M
NAILS & (18)4'x24' TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
TO POST: SIMP. HTS20 OR MSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
o
(10) 10d NAILS
B3.5x11.875
(2)1.75"x11.875" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4'x24' TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
O
TO POST: SIMP. HTS20 OR MSTA18
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
B3.5x16
(2) 1.75"x16" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
J
LLw
NAILS & (18)4'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
H5.25x11.25
(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 X-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 ISNOT 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
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, C ATES, LLC is strictly prohibited.
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CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
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WALL LEGEND
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BEARING WALLS VERIFY
HGT. W/ ARCHITECTURAL
PLAN U.N.O. OR LINTEL
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NOTES:
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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
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S5.2
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.
ALTERNATE CONNECTIONS I.L.O. J-BOLT: NOTE: THIS DETAIL APPLIES TO THE (2) 2x TOP PLATE W/
1. MIN. (6) 1/2"x5" TITEN HD W! 3-1/2" MIN. EMBED.
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O DOUBLE TOP PLATE K CONC. SLAB - :...�.. VERT REINF. BEYOND �
SEE FOUNDATION �
C SIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR B PLAN FOR MORE INFO 1=III= I i l I I I- o STRUCTURAL ENG: RMG
H co DRAFTING:
O RAFTER I�— -
- —i w
E COMMON TRUSS PER PLAN OR CONV. FRAMING w/ C
L I- PLAN MASONRY WALL PER STRUCT: MR
JO STRUCTURAL SHEATHING PER PLAN AND ROOF ` I
G FINISH PER ARCHITECTURAL PLANS JO CHECK: EA
.SEE FOUNDATION JOB No. DWH-0205344
DETAILS FOR FTG INFO
CURVED ROOF TRUSSES PER PLAN OR CURVED
E SCALE: AS INDICATED
O RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING g
NAILED @ 6" O.C. STAGGERED G z
DATE: 06-07-18
W
DORMER FRAMING DETAIL NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D _ o
NOT USED S01 TYPICAL ONE STORY CMU WALL SECTION W
1/2"=1'-0" NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE 6
TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED. 3/4"=1'-0" co
SD1
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.
WHERE O.H. IS > V-0", DROP GABLES
SIMPSON HGA10 @ 48" SIMPSON HGA10 @ 48" 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK w/ OUTLOOKERS @ 24" O.C. TO RUN 1'-0" MAX PLYOOD CANT. O.H.
O.C. O.C. NOTE: ALL GABLE ADJ. BAYS @ EA. DIAG. AS SHOWN. FASTEN BACK TO 1 ST COMMON TRUSS WITH SEE ELEV. FOR
BRACING IS TO BE ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ (3) 12d TOENAILS. CONNECT TO O.H. SIZE
SHEATHING NOT REQ'D SHEATHING NOT REQ'D SYP#2 OR BETTER 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS DROP GABLE WITH H2.5 CLIP. MAX
TO BE CONT. @ THE TO BE CONT. @ THE REQ'D) 2'-0" O.H.
TRANSITION FROM TRANSITION FROM
BEAM TO GABLE WALL TO GABLE
TRUSS TRUSS
CONT. 2x4 2x4 BLOCKS, (2) 16d
NAILS @ EA. END.
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CLEARANCE BETWEEN 1/2" J -BOLTS w/ 2x4 SYP #2 BOTTOM
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o
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NO BRACE REQUIRED
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CLEAR SPAN CONNECTION A -A GABLE VERTICALBRAciNG
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P.T BASE PLATE
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a
04
2x4 SYP #2 FLATEMBED
MUST BE 7"
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BLOCKING @FRAME CONDITION
MORE INFO. g
P DATE: 06-07-18
z
W
D
NOT USED fiRk NON-BEARING WALL CLIP DETAILFO TYPICAL HEADER DETAIL
w
D2
- 3/4"=1'-0" 1/2"=1'-0" cn
(150 MPH EXP. B) _
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.
(2)10d NAILS TO
BOTTOM CHORD
BLOCKING, @ 24" O.C.
W/ (2) 12d END NAILS
; r LAY 2x4 SYP #2 BLOCKINGMIN
OVER THE TOP OF THE BOTTOM.
.
. BELOW STEP
@EACH END OF
@ EACH END.
LINTEL PER CHORD. ATTACH W/ (2)10d
STRUCTURAL ENG:
P.T BASE PLATE
SP4 @ BASE OF EA.
BLOCKING
DRAFTING:
PLAN NAILS @ EACH TRUSS 24" O.C.
STUD U.N.O. SEE
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WALL SHEATHING PER
MAX. BLOCKING SHALL EXTEND
NOTE: CONTRACTOR TO NAIL
MR
SCHEDULE ON NOTES &
U
PLAN
A MIN. OF (1) TRUSS BAY EACH
1st KING STUD INTO HEADER
SP4 @ BASE OF EA.
2x WALL, SEE PLAN
SIDE OF BOND BEAM, TYP.
PER HEADER SCHED. THEN
STUD U.N.O. SEE
BEARING CONDITION @ CMU WALL
ATTACH ADDIT'L KINGS AS
REQ'D.
BEARING WALL
SCHEDULEFOR
BLOCKING @FRAME CONDITION
MORE INFO. g
P DATE: 06-07-18
z
W
D
NOT USED fiRk NON-BEARING WALL CLIP DETAILFO TYPICAL HEADER DETAIL
w
D2
- 3/4"=1'-0" 1/2"=1'-0" cn
(150 MPH EXP. B) _
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:
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MR
SCHEDULE ON NOTES &
U
QC CHECK:
EA
CONNECTORLEGEND
SHEET
JOB No.
DWH-0205344
SCALE:
AS INDICATED
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MORE INFO. g
P DATE: 06-07-18
z
W
D
NOT USED fiRk NON-BEARING WALL CLIP DETAILFO TYPICAL HEADER DETAIL
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D2
- 3/4"=1'-0" 1/2"=1'-0" cn
(150 MPH EXP. B) _
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. DOUBLE 2x4 TOP NAIL FIELD INSTALLED NOTES:
PLATE LENGTHS MUST PENETRATION OF WITHIN 48" OF SPLICE PLATE TOP PLATE TO FRAME 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN
BE AT LEAST 8'-0" MORE THAN 50% OF THEN (2) ROWS 10d NAILS PROVIDE 2x4 ON TOP WALL OR PRE- 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION
ASSEMBLED WALL 3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) EDGE DISTANCE
LONG. NP. TOP PLATE WIDTH @ 8" O.C. OTHERWISE OF 2x8 TO PAD OUT 2 1/2" EDGEZOUTSIDE (2) 2x4's PER DETAIL
INSTALL SIMPSON TOP PLATE. ATTACH PANEL W/ (2) 10d NAILS 4) TOLERANCES: ALL DIMENSION TO BEHELD WITHIN +/-1/4
PSPN516Z W/ (12) 16d W/ (2) 10d NAILS 3" O.C. @ g° O.C. (FOLLOW 1" EDGE 1 1/2" EDGE'
• NAILS TYP. TOP & BOT. (SOLID BLOCK W/ 2x6) ' NAILING
REQUIREMENTS THIS
+ + ATTACH 2x4 STUDS TO
+ (2) 10d NAILS @ 3" O.C. TOP PLATE W/ (3) 12d DETAIL FOR ALL TOP 10d x 3" COMMON 0 10d x 3"
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(2) 10d NAILS a 00 0° U) 1'.•' • '�¢ 00
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TOE -NAILS TYPICAL AT co 4�: �6�: Z C
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III III I I I I WALL SHEATHING a O = U.N.O. ON PLANS. STAGGER ALL VERT. PANEL JOINTS 2x4 FRAMING @ 24" O.C. MAX. 2x4 #2 SYP CONT. W/ p
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5 PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO SHEATHING PER PLAN 3/8 S= NAIL SPACING O.C. MAX. PROVIDE 4 10d x 3
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III III I LI II J SINGLE NAIL EDGE SPACING PER PLAN
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EXTERIOR SHEATHING @
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DATE: 06-07-18
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SEE ELEV. FOR
01
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O.H. SIZE
O.H. SIZE
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fiFl EXTERIOR SHEATHING SCHEDULE
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DATE: 06-07-18
2x4 PT LEDGER W/ -
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W 2x6 RAFTER TO 2x8 RIDGE
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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
(AS NOTED)
O.C. MAX.;
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(AS NOTED)
O.C. MAX.;
0 5/8" THREADED ROD w/
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DATE: 06-07-18
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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
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
DBL. TOP PLATE
NOTE: ALL FLOOR PRE-ENGINEERED I rcuss s i rwr - stt PRE-ENGINEERED
TRUSSES TO BE P.T. IF ROOF TRUSS - SEE FRAMING PLAN FOR ROOF TRUSS -SEE
NO MOISTURE FRAMING PLAN FOR CONNECTIONS FRAMING PLAN FOR
BARRIER (FELT PAPER LOCATION & SPACING LOCATION & SPACING
OR SIM) IS PROVIDED STRUCTURAL COL PER STRUCTURAL COL PER
TRUSS STRAP - SEE PLAN FOR SIZE AND PLAN FOR SIZE AND
FRAMING PLAN FOR REQ'D # OF STUDS REQ'D # OF STUDS
CONNECTIONS
DOUBLE 2x TOP PLATE DOUBLE 2x TOP PLATE SOLID SHEATHING @ SOLID SHEATHING @
2x BOTTOM PLATE 2x BOTTOM PLATE HEADER HEADER
PRE-ENGINEERED 3/4" FLOOR SHEATHING 3/4" FLOOR SHEATHING SIMPSON SP4 W/ (6) SIMPSON SP4 W/ (6)
ROOF TRUSSES AT 24 < 10d x1-1/2" 24" O.C.< 10d x1-1/2" 24" O.C.
ATTACHED PER ATTACHED PER < @ s @
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TO BOT. RIBBON/ FROM TOP OF WALL �oCM
INFO. EPDXY \ FLOOR TRUSS PER BETWEEN COLUMN FLOOR TRUSS SEE ( QQ': 6 N
FRAMING PLAN FOR BEAM) ATTACHED PER � •2 a O •� �
PLAN AND GIRDER/BEAM IF HEADER IS UPSET TO BOTTOM OF FLOOR - •
CONNECTION INFO. NAILING SCHEDULE. ti = Q: w w 00
PRE -ENG. FLOOR PROVIDE SOLID ' BELOW W/ (22) 10d AND WINDOW IS SYSTEM (RIBBON /
SYSTEM - IF NO FLOOR BLOCKING BELOW SEE DETAIL WS11THIS NAILS (2) 2x SILL AT WINDOW LOWER: (1) 2x SILL BEAM) ATTACHED PER IF HEADER IS UPSET N Z� z° O.'
SHEET FOR MORE INFO FLOOR GIRDER OR W/ 2x CRIPPLE STUDS `� Z Z
SYSTEM INSTALL COL. EVEN WITHIN PLATE W! (2) 10d NAILING SCHEDULE. AND WINDOW IS z . •e e p
BEAM; SEE PLAN
KNEEWALL & PROVIDE FLOOR TRUSS MASONRY WALL SEE AT EA. END NAILED TO TOENAILS. EXT. LOWER: (1) 2x SILLSOLID BLOCKING ���'d� ee'�eeeeee•••e•���
UNDER COLUMN PLAN FOR MORE INFO STUD PACK W/ NAILS @ 8" O.C.IOd THEN LESS THANHEADER P4FTNG 2x TOENAIPLATE LS( EXT w ''���//�* P�O����` ��C O
fiso TYPICAL GIRDER COL. CONNECTION SO TYPICAL GIRDER COL. HIGH BEAM STUDS @ 16° O.C.O _ !►nll�� m
ABOVE @ SILL PLATE W/ (2) 10d HEADER OPENINGS �-
SEE ARCHITECTURAL ATTACH SILL W/ (2) 10d TOENAILS. OPENING LESS THAN 4FT:(1) 2x W
PLAN FOR OVERHANG HDR. PER PLAN BAND JOIST & BLKG 3/4"=1'-0" 3/4"=1'-0" TOENAILS AT EA. END SILL PLATE W/ 2 10d p
INFO OF SILL (MAX OPEN'G TOENAILS. OPENING U
LARGER THAN 4FT: (2) () O
OR LVL GIRDER � 2x SILL PLATE W/ A35
(2) 2x SILL AT WINDOW
MIN 2x4 SPF #2 STUDS
2x 2ND FLOOR STUDS WIDTH 4'-0"). USE A35 CLIPS EACH SIDE W/ 2x LARGER THAN 4FT: (2) 0
WINDOW AS MTSC40 POST ABV. TO SEE PLAN FOR MORE (2) SIMPSON LSTA18 CLIP AT EA. END FOR W/ 2x CRIPPLE STUDS
CRIPPLES @ 16" O.C. 2x SILL PLATE W/ A35
@ 16 O.C. SEE PLAN AT EA. END NAILED TO o W
SCHEDULED FOR MORE INFO. POST BELOW U.N.O. STRAPS CENTERED @ OPENINGS GREATER W/ (2) 10d TOENAILS STUD PACK W/ 10d CLIPS EACH SIDE W/ 2x -�
PROVIDE SOLID FLOOR W/ (14) 10d _ THAN 4' BUT LESS T&B (PLYWOOD CRIPPLES @ 16" O.C. m Q
EXTERIOR FINISH PER BLOCKING WITHIN FLR. A A NAILS THAN 6' NAILS @ 8" O.C. THEN
SHEATHING REQ D W/ (2) 10d TOENAILS Q
SEE FLOOR FRAMING STUDS @ 16" O.C. p
PLAN INT. FINISH PER PLAN SYSTEM TO MATCH PLAN FOR FLOOR SIMP. HTT4 T&B) ATTACH SILL W/ (2) 10d T&B (PLYWOOD
SHEATHING REQ'D p
COL. DIMENSION SYSTEM INFO. W/ (18) 10d x 22' NAILS TOENAILS ATEA. END �
SEPARATE SHEATHING
MID -SPAN BLOCKING 2x BOTTOM PLATE W/ REFER TO PLAN FOR TO POST (U.N.O. ON T&B) w
UNDER WINDOW OF SILL (MAX OPEN G
U.N.O.
(2) 12d AT 12" O.C. BUILT-UP COLUMN ATTACH 2x STUDS W/ (3) 2x STUDS FRAMING PLAN) & 1' WIDTH 4'-0"). USE A35 i
INFO. (2) SIMPSON LSTA18 (2) 16d NAILS @ 6" O.C. ALL THREAD W/ 7" MIN. CLIP AT EA. END FOR
314" FLOOR SHEATHING STRAPS CENTERED @ EMBEDMENT INTO TIE OPENINGS GREATER O
INSULATION PER PLAN ATTACHED PER BEARING WALL PER
FLOOR W/ (14) 10d BEAM USING SIMP. SET THAN 4' BUT LESS z
SEE DETAILS WS10, NAILING SCHEDULE PLAN BEYOND ; • CALIFORNIA CORNER A -A
NAILS EPDXY THAN 6' 0
WS11 OR WS13 FOR COLUMNS (2) SIMPSON LSTA18 c2 O
FLOOR TRUSSES SEE MID -HEIGHT BLOCKING O @
ADDITIONAL 2 SIMPSON META16 STRAPS CENTERED >
PLAN FOR DEPTH AND 2x TOP & BOT. O
INFORMATION THIS PER BEARING WALL FLOOR TRUSS TO FLOOR W/ (14) 10d -
SHEET DIRECTION SCHEDULE MASONRY WALL NAILS RIBBONS, CONT. a 0-
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF COLUMN BASE EXT. SHEATHING (3) 2x STUD PACK NOTE: ALL FLOOR w U
NO MOISTURE CONNECTION PER FLUSH W/ FACE OF ATTACH PER NAILING TRUSSES TO BE P.T. IF S AP CE N CENTERED
BARRIER (FELT PAPER PLAN MASONRY ATTACHED SCHEDULE NO MOISTURE BARRIER
STRAP CENTERED O W
OR SIM IS PROVIDED PER NAILING (FELT PAPER OR SIM) IS BETWEEN COLUMN SEE FRAMING PLAN Q Q
ATTACH 2x STUDS W/ PROVIDED AND GIRDER/BEAM FOR FLOOR _
BEARING REFER TO SCHEDULE; PROVIDE (2) 16d NAILS @ 6" O.C. (4) 2x STUDS SEE FRAMING PLAN BELOW W/ (22) 10d CONNECTION SEE PLAN ,::. FOUNDATION PLAN NA
1/8" GAP BETWEEN STANDARD CORNER A -A
IF FLOOR SYS NOT PRESENT PER FLOOR ILS
.: ; :�-�- � � �. • . �� . -�-. � � �. --" � ' •� •�•� � � FRAMING PLAN, 2nd FLR STUDS TO BEAR ON FOR FLOOR
FOR FTG. SHEATHING AND CONNECTION w
� — — MASONRY NOTE: IF WOOD WALL OR BEAM BELOW USE CMU WALL BELOW PER DETAIL INCDICATED ON J
• INFORMATION PROVIDE BLOCKING FLOOR GRIDER OR a
BOND BEAM I ,.,... y; :, % �:. I I I—I I=I
FLOOR FRAMING. INDICATED BASE STRAP
I� I— MASONRY WALL PER SIMPSON MSTC40 W/ (36) 16d SINKERS. IF FLOOR BELOW JAMBS BEAM 0
:..:
..-. • FLOOR SYSTEM DRAFT. _ _ _ REQ'D ON EITHER SIDE OF WALL. IF WF02/SD5
_ SYSTEM IS 18" TO 36" DEEP USE MSTC66 W/ 60 16d IS INDICATED, BASE STRAPS ARE REQ'D ON
STOPPING AT 1000 SQ I i—I PLAN MASONRY WALL SEE U i
H I I- SINKERS AND (14) Y4'X2 Y4' TITENS TO MASONRY p
FT MAX: DRAFT
BOTH SIDES OF THE WALL PLAN FOR MORE INFO zz W
LINTEL AS PER PLAN4
MATERIALS
MIN THICKNESS SHALL S03 TYPICAL TWO STORY COL. @ GIRDER S09 2nd FLOOR CORNER FRAMING ATTACHMENT SO HEADER CONNECTION @ 2nd FLOOR SO HEADER CONNECTION @ 2nd FLOOR HIGH BM W
WD. HD. HT. BE 1/2" GYP BOARD OR 3/4"=1'-0"-0" 3/4"=1'-0" 3/4"=1'-0" a U °
SEE PLAN 15/32" OR 7/16" OSB.
ATTACH TO FLOOR
SHEATHING PER
TRUSS W/ 8d NAILS AT FLOOR SHEATHING & FLOOR SHEATHING & SHEATHING PER 3/4" FLOOR SHEATHING SHEATHING PER PLAN SHEATHING PER PLAN U
FLOOR SHEATHING
16" O.C. TOP AND NAILING PER FLOOR DETAIL WF10/SD3 NAILING PER FLOOR DETAIL WF10/SD3 ATTACHED PER ATTACH PER NAILING PER PLAN ATTACHED ATTACH PER NAILING p
FRAMING NOTES 2x STUDS SEE FRAMING NOTES NAILING SCHEDULE SCHEDULE SHEATHING PER PLAN
PRECAST SILL OR SILL BOTTOM CHORDS 2x STUDS SEE PER NAILING SCHEDULE a
FRAMING PLAN FOR ATTACH PER NAILING z
PER WINDOW FRAMING PLAN FOR UNDER WINDOWS AND 2x STUDS , SEE SCHEDULE O V z ,
SPACING AND GRADE GIRDERS: BLOCK FRAMING PLAN FOR
MANUFACTURER 2x4 #2 SYP BLOCKING SPACING AND GRADE SCHEDULE, 2x4 #2 SYP BLOCKING
48" AND SEE ARCH PLAN AND SEE ARCH PLAN SOLID BETWEEN SPACING AND GRADE @ 48 O.C. W/ 2 12d W Z ° Q m
WRITTEN @ O.C. W/ (2) 12d CONTINUOUS FROM >
TOENAILS EACH END TO VERIFY SIZE RIBBONS W/ SIMPSON AND SEE ARCH PLAN TOP OF TOP PLATE TO O W
SPECIFICATIONS SYS. 42 FLOOR TO VERIFY SIZE .GIRDER TRUSS PER TOENAILS EACH END a
2x BOTTOM PLATE W/ TRUSSES @ 24" O.C. A35 EA. END TO VERIFY SIZE BOTTOM PLATE. 2x BOTTOM PLATE W/ Q Z
2x4 #2 SYP ANGLE (2) 12d @ 12" O.C. (MAX) 2x BOTTOM PLATE W/ PLAN w
EXT FINISH PER PLAN AGAINST TRUSS (2) 12d @ 12 O.C. 2x BLOCKING FOR 2x BOTTOM PLATE W/ 2x4 #2 SYP ANGLE (2) 12d @ 12 O.C. = U
SHEATHING/ DRYWALL 2 12d BEARING WALL PER
VERTICAL @ 48" O.C. (1) ROW 8d NAILS @ 3 O @ 12 O.C: PLAN AGAINST TRUSS (n U �,
@ (1)ROW 8d NAILS @ 3 (1) ROW 8d NAILS 3" ~ _j n
O.C. WALL SHEATHING (1) ROW 8d NAILS 3" ATTACHMENT W/ (2) �� VERTICAL @ 48" O.C. @ � n/ � � � w
W/ (3) 12d NAILS EACH 12d TOENAILS DOUBLE BOTTOM W/ 3 1 O.C. WALL SHEATHING �..LL
VERT REINF. BEYOND TO BOTTOM PLATE/ O.C. WALL SHEATHING O.C. WALL SHEATHING O 2d NAILS EACH � vi - �
END LL z_ TO BOTTOM PLATE/ ►- w E
TO BOTTOM PLATE/ EA. END PLATE END TOP CHORD Q z - N �' o>
TOP CHORD TO BOTTOM PLATE x w F- m 3
PRE -ENG FLOOR TRUSS TOP RIBBON 2x SYP #2 RIBBON (MIN O w p Z U o
MASONRY WALL PER 2 H5 EA. FLOOR _ Q �, � J C0 •t
:a ' 2x SYP #2 RIBBON MIN cn v, O �o
( TRUSS TO DOUBLE � .,
PLAN SYS. 42 FLOOR OR FIELD FRAME 2x4 2x4) TO TRUSS W/ (4) �^ F- � m
f KNEE WALL, STUDS 2x4) TO TRUSS W/ (4) 16d NAILS; BOTTOM BOTTOM PLATE, SLIT FLOOR TRUSSES PER ¢ O W V) --I U) 22 o >:I
CONC. SLAB - TRUSSES @ 24" O.C. @ 16d NAILS; BOTTOM " Z Q O O 0= v
FLOOR DECKING TO J z o Q v
SEE FOUNDATION6 O.C. W/ 2 16d NAILS RIBBON TO BE PT IF ACCOMMODATE PLAN z z z c
(MAX)(M') @EACH END) TRUSS TO RIBBON TO BE PT IF BRG DIRECTLY ON SEE TRUSS LAYOUT O O Z p ~ z w w
PLAN FOR MORE INFO BRG DIRECTLY ON CMU FOR HANGER Q ¢ w Y o
FIN. FLR. CMU W/ STRAP PER CMU STRAP ATTACH TRUSS v ~ 0 W p W g a
0' 0" STANDARD CONNECTOR (2) ROWS 8d NAILS @ (2) ROWS 8d NAILS @ BOTTOM CHORD TO O ~ j..:0
77:co r NOTES 3" O.C. WALL SEE PLAN FOR 3" O.C. TYP. WALL
2x RIBBON OR BEAM BELOW W/ (2) w W w w o
GRADE MASONRY WALL PER (1) ROW 8d NAILS @ 3" MASONRY WALL PER SHEATHING TO SIMPSON META16 AT CANTILEVER SHEATHING TO EA. ROWS 1/4"x3"SDS _ O
PLAN :.; �` O.C. WALL SHEATHING PLAN BOTTOM RIBBON MASONRY OR MTS12 RIBBON BLOCKING W/ (4) 16d BEAM PER PLAN
1/ " AT WOOD FRAME OR (3) 16d TOENAILS SCREWS @ 12" O.C. � (n O
TO BOTTOM PLATE 8 GAP BETWEEN MAX. 2
SEE FOUNDATION NOTE. ALL FLOOR NOTE: ALL FLOOR NOTE: ALL FLOOR �
SHEATHING & CMU WALL
DETAILS FOR FTG INFO TRUSSES TO BE P.T. IF 118" GAP BETWEEN TRUSSES TO BE P.T. IF TRUSSES TO BE P.T. IF w
NO MOISTURE SHEATHING & CMU NO MOISTURE TRUSS TO CMU W/ MASONRY OR FRAME NO MOISTURE (2) ROWS 8d NAILS @ Z
BARRIER (FELT PAPER 2x4 PT SILL PLT. IF BARRIER (FELT PAPER STRAP PER STANDARD WALL PER PLAN BARRIER (FELT PAPER 3" O.C. WALL
OR SIM) IS PROVIDED KNEEWALL OR SIM) IS PROVIDED CONNECTION NOTES OR SIM) IS PROVIDED TRUSS PER PLAN SHEATHING TO BEAM o
fis_o_�\TYPICAL TWO STORY SECTION -SYSTEM 42 fisi)�TWO STORY PARALLEL FLOOR CONNECTIONfiS1 TWO STORY PERP. FLOOR CONNECTION S1 CANTILEVERED FLOOR TRUSS CONNECTIONfiS1 FLOOR TRUSS TO GIRDER CONNECTION PARALLEL TRUSS TO DROPPED Q Q M
S1 ED BEAM z
W J
3/4"=V-0" 3/4"=V-01,3/4"=1'-0" 3/4"=1'-0" w J LL
FLOOR SHEATHING SHEATHING PER PLAN a W
p
PER PLAN ATTACHED ATTACH PER NAILING JOIST2nd FLOOR WALL; SEE
` PER NAILING SCHEDULE PLAN FOR MORE INFO. J 0
SCHEDULE IF SHEATHING IS NOT z
W
o W N �
CONT. TO BOTTOM OF a0
2x BOTTOM PLATE W/ O m I— Q
.,
(2) 12d @ 12" O.C. CONTRACTOR TO FLOOR TRUSS
1 ROW 8d NAILS 3" PROVIDE ADEQUATE SIMPSON LSTA18 Z = co
O @ STRAPS FROM EA. z O
WATERPROOFING. NO
O.C. WALL SHEATHING
FLOOR TRUSSES PER CONCRTE SLAB STUD TO TRUSS REQ'D w W (� W V
PLAN TO BOTTOM PLATE/ _ J 1.-
o Y
.TOP RIBBON PERMITTED z ZX
SEE ARCH DWGS FOR
W
z �
2x SYP #2 RIBBON (MIN a TOPPING INFO lot� W h 0 W
(L
Q Z —
a z 2x4) TO TRUSS W/ (4) w J _
16d NAILS' BOTTOM _ d „
w � 3/4 PLYWOOD FLOOR _ _
RIBBON TO BE PT IF SLOPE W DECKING ATTACHED LU i LUQ 0
0< O W N
BRG DIRECTLY ON cn PER NAILING - Q
LL 3 CMU SCHEDULE
SLOPED BALCONY 00
Z a 0 2 W N
FLOOR JOIST (12"
(2) H2.5A TRUSS TO TALL) W/ LUS26 OR
LU STRUCTURAL ENG: RMG
p DRAFTING:
�
LUS46 TO LEDGER w
BEAM U.N.O. (1) ROW 8d NAILS @ 3"
O.C. WALL SHEATHING 2x12 #2 SYP CONT.
STRUCT: MR
BEAM PER PLAN TO BOTTOM RIBBON LEDGER W/ (3) 1/4"x4-1/2"
SEE WS10/SD4 FOR SDS SCREWS EQ.
(2) ROWS 8d NAILS @ SPACED VERTICALLY @ QC CHECK EA
ADDITIONAL INFO ;:.::. DWH-0205344
3" O.C. WALL �r.'::•, 24" O.C. AND @ EA. END c
SHEATHING TO BEAM VERTICAL (MIN. 2" FROM Q SCALE: AS INDICATED
TOP & BOTTOM) DATE: 06-07-18
z
Aw
S18 PERPENDICULAR TRUSS TO DROPPED BEAM BF01 SECTION AT BALCONY - NOT USED
3/4"=1'-0" 3/4"=1'-0"
w
SD4
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2x8's MIN. SPF #2 @ 16" EXT. SHEATHING 2x4 NAILER W/ (2) SHEATHING CONT. TO
O.C. MAX W/ MID POINT 2x8 MIN. SPF #2 @ 16" ATTACH PER NAILING 16d NAILS @ 16" O.C. 2nd STORY WALL 2x4 BLOCKING W/ N
EXT. FINISH PER BOTTOM PLATE 16d NAILS @ EA. END. -
BLOCKING (U.N.O.) O.C. - SEE FRAMING SCHEDULE BLOCK ADJACENT
ARCHS 2x4 STUDS @ 16" O.C. ATTACH PER NAILING
2x BRG WALL W/ SIMPSON SP2 @ PLAN FOR MORE INFO. SCHEDULE BAYS @ EACH
2x BASE PLATE W/ (2) DIAGONAL BRACE AS
12d NAILS @ 12" O.C. TOP & SP1 @ BASE. LSTA18 OR MSTAM24 EA. SIDE OF „
USE SIMPSON MTS12 MTS12 MAY BE USED @ BASE.(WHEN EA. STUD TO WALL 2x4 BLOCKING 1/2 GYP. BOARD
OR LSTA18 TO WALL IS CONT. BRG ON TRUSS BELOW W/ (9) 10d BETWEEN STUDS W/ SIMPSON H10A @ SHOWN. FASTEN ROOF
2x BRG WALL W/ NAILS AND (5) 1/4"x2 (2) 12d TOE NAILS
„ SHEATHING PER PLAN EACH DIAGONAL SHEATHING TO 2x
SIMPSON SP2 @TOP & 2x BLOCKING W/ (2) 12d BLOCKING BELOW. STRAP STUDS W/ LSTA18 @ 16" O.C. ATTACH PER NAILING EACH END BLOCKING W/ 8d NAILS
3/4 TAPCONS PER BRACE @ 6" O.C.
SP1 @BASE. LSTA18 TOENAILS EACH END NOT REQ'D IF STUD IS TO TRUSS BELOW) SCHEDULE
CONNECTED W/ MTS12 3/4" FLOOR SHEATHING ATTACHED STRAP; CENTER SEE LD02/SD3
OR MTS12 MAY BE STRAP BETWEEN FOR MORE INFO. CS18 FJ�. STUD ABOVE
USED S BASE 2x BASE PLATE W/ (2) OR LSTA18 PER NAILING SCHEDULE MASONRY WALL AND . ' 2x8 #2 SYP P.T. SILL TO STUD BELOW W/ 11" (5) 16d NAILS
12d NAILS @ 12" O.C. 2x BLOCKING W/ (2) 12d ? PLATE W/ 1/2" EPDXY END LENGTHS & DIAGONAL BRACE TO
EXTERIOR SHEATHING TOENAILS EACH END FLOOR TRUSS PER FRAME WALL VANCHOR BOLT OR
ATTACH PER NAILING 3/4" FLOOR SHEATHING (18)-18d NAILS
(2) 2x4 #2 SYP PLAN CONTRACTOR MAY USE J -BOLT W/MIN. 7" 2x8 #2 SYP P.T. SILL BLOCKING
SCHEDULE ATTACHED PER „ 2x BOTTOM PLATE,
BLOCKING W/ SIMPSON SIMPSON HTT4 AT 2 3/4�� EMBED. @ 32 O.C. & 3 PLATE W/ 1/2"EPDXY PROVIDE 2x4 SYP #2
NAILING SCHEDULE WINDOW JAMB STUDS FROM EA.END ATTACH TO DOUBLE
HUC24-2 EACH END, ANCHOR BOLT OR CONT. BRACE W/ (2)
(2) 2x4 #2 SYP TOP PLATE W/ (2) 1/4 x
USE (4) 10d & (2) 10d INSTEAD OF INDICATED J -BOLT W/ MIN. 7" 16d NAILS EACH
BLOCKING W/ SIMPSON EXTERIOR FLAT STRAP. EMBEDMENT 32" 4-1/2" SDS SCREWS @ DIAGONAL BRACE.
HUC24-2 EACH END, NAILS. UNDER sEE PLAN @ 12" O.C. STAGGER �
WINDOW JAMBS USE INTERIOR FLAT STRAP MAX 1/8" GAP O.C. & 3" FROM EACH Q
USE (4) 10d & (2) 10d tF � ROWS 6" � 11111
NAILS. UNDER SEE PIAN (2) 2x6 W/ HUC26-2 IS STILL REQUIRED AT BETWEEN SHEATHING END 1=- �� N
WINDOW JAMBS USE 4 �' JAMB STUD CONDITION AND CMU IF SHEATHING IS NOT BOTTOM PLATELA14 TRUSSES PER PLAN p ����` �S••. �.. W N
(2) 2x6 W/HUC26-2. LOW ROOF TRUSS SEE °00 CC)
TRUSS PLAN FOR SEE ARCHS FOR CONTINUOUS TO BASE 2x BEARING WALL 'L
WITH ROOF LOAD .�� �.•••
LOW ROOF TRUSS SEE FLOOR TRUSS PER CONNECTIONS (IF FURRING AND PLATE, SP8 TOP AND w� = Odd �� o O
(MIN.)
a BOTTOM ARE REQ'D REFER TO BEARING 2x LEDGER TO UPPER 2X4 SYP #2 DIAGONAL 2 Z N
PLAN TRUSS IS CONT. BRG INTERIOR FINISH a CONT. #5 IN TIE BEAM Q W _
TRUSS PLAN FOR WALL SCHEDULE FOR FLOOR WALL W/ BRACE @ 48 O.C. MAX. _ ;v 0 {� �u �• Z U�
CONNECTIONS ON MASONRY USE MASONRY (SHOWN) MASONRY WALL PER CMU WALL PER PLAN STUD BASE 1/4" X 3-1/2" SIMPSON 45° FROM N Z� ;�j Z° O: 2 p --�0
MASONRY SHOWN META16 @ 24" O.C. OR OR WOOD WALL PER r SDS SCREW 16" O.C. HORIZONTAL BRACE "• Q
OR WOOD WALL PER PLAN PLAN ARCHS ISH PER • • •.• ••�••5�\O� Z
ON WOOD USE HGA NOT REQUIRED O '�� � •
CONNECTION & @ z d .
PLAN CLIPS @ 24 O.C.) O 6' FROM EAVES.
BOTTOM PLATE i ..•...
ANCHORS 2 2x4 TOP PLATE i `�
4_S�4SECTION RAISED HEEL TRUSSAS,SECTION COMBO TRUSS FO WALL SPLICE DETAILSfiFl)�FRAME ALL m
@ @ F1 SECTION @ OPEN TO ABOVE BRACING @ 2 STORY W
1/2"=1'-0"k j W
O
O
U
Z_
EXTERIOR SHEATHING 2x8 #2 SPF MIN STUDS
FROM TOP OF WALL(2) 2x SPF TOP -�
TO BOTTOM OF SILL.
@ 16" O.C. PER PLAN
PLATE ATTACH PER
----------------------------, NAILING SCHEDULE
ROOF SHEATHING
OIMPSON H2.5A EA. I ATTACH PER NAILING
HANGER BY OTHERS FRUSS I SCHEDULE 2x4 CONT. W/ (2) 12d PRE ENGINEERED
NAILS TO EACH STUD TRUSSES @ 24" O.C.
( PRE-ENGINEERED
12 MAX. PER PLAN
I
2x8 #2 SYP SILL PLATE
(2) 2x SYP #2 I o MIN. 2x6 #2 SYP CONT.. ( PER PLAN SEE ARCHS FOR ROOF
BUILT-UP STUD I LEDGER W/ (2) Ya'x3-1/2" I ( I W/ %" EPDXY ANCHOR WATERPROOFING AND
COLUMNS TRUSS PER PLAN TRUSS PER PLAN SDS WOOD SCREWS @ _ _ — _ — — I OR J -BOLT 32" O.C. FINISH
16" O.C. MAX. & 3" r - - W/ MIN. 7" EMBEDMENT
FROME A END "CC! I & 6" FROM EACH END
IY4'x3" SDS WOOD I — — — -'- — I
3/4"=1'-0"
-
3/4"=1'-0"
O
TRUSS ANCHOR (SEE
WINDOW ATTACHMENT
INFO. IF WALL
SHEATHING ISN'T CONT.
LL
I
(3) SCREWS FOR 24" I
SIMPSON LUS26. USE
SIMPSON CS18 PER
co
PLAN)
LEDGER PER PLAN
�tECESS LEDGER INTO
O.C. I
LUS26-2 FOR 2PLY
z 1= a- O z
=
=a�Wz�
SEE FLOOR PLAN
2x BLOCKING w/ (2) 12d
ITRUSS. VERIFY W/
I
TRUSS
_
HLL V-� X
2X4 #2 SYP NAILER
ROOF SHEATHING
FOR MORE INFO
TOENAILS EACH SIDE
.TLRUSS SHOP
9RAWINGS
(
0
z
(USE (3) SREWS IF 24" _ INTO TRUSS. VERIFY I
TO STUDS W/ 3-16d
ATTACHED PER
SP4 TOP OF EA.
IF WALL SHEATHING IS
L--- ------- --- — ---J
2x8 SYP#2 LEDGER W/
— — — — — — — — — — —
SEE 2ND FLOOR
— — — — — — — — — — —
NAILING SCHEDULE
SIMPSON LUS26 OR
IF 2 -PLY TRUSS
(2) 2x SYP COLUMNS ON EITHER SIDE OF GIRDER, PROVIDE SUFFICIENT
STOPPED BELOW
ORE INFO IF
MIN. (4) 16d NAILS TO
MASONRY WALL PER
--
-1 WALL SECTION FOR
NAILER W/ (3) 10d
ROOM FOR GIRDER HANGER FLANGE. ATTACH LEDGER TO EA COLUMN
ROOF LINE
TRUSSES ARE
EACH STUD (AT EACH
PLAN
(2) 2x TOP PLATE
O.H.
ALIGN 2ND FLOOR
w/ (4) 1/4" x 3 1/2" (8 TOTAL) SIMPSON SDS SCREWS
OPT. TRUSS RECESS
LEDGER
T. USE (4)
;6d
INFORMATION
PER ELEV.
STUDS w/ 1ST FLOOR
BOTTOM PLATE. IF
2x BASE PLATE W/ 12d
ROOF SHEATHING
NAOILS)
I
ROOF AND EXTERIOR
STUDS
SHEATHING IS NOT
@ 24" O.C. TO FLOOR
ATTACHED PER
TO ALIGN W/ STUDS
(2) 2x HEADER SEE
2x #2 SPF STUDS @ 16"
CONT. ADD BLOCKING
SYSTEM BELOW
NAILING SCHEDULE
BELOW
PLAN FOR MORE INFO
O.C. w/ EXT. SHEATHING
(2) 2x SPF#2 BASE@
SHEATHING SPLICE
SIMPSON CS18
& CONNECTIONS
FROM TOP OF WALL TO
PLATE. ATTACH 1ST PLY
W/ (2) 16d NAILS @ EACH
01 LEDGER @ GIRDERD03
LEDGER @ OPEN TO BELOW
\�
STUDS ABOVE TO
IC N. 2x6 #2 SYPONT.
I
BOTTOM OF TRUSS/
W
TOP
PLAN FOR MORE INFO
HEADER BELOW
(C
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A -A PLAN VIEW @ 180 DEGREE TURN LANDING
3/4" O.S.B. W/ 8d NAILS
@ 3" O.C. TOP AND A34 @ EA. STRINGER
BOTTOM CHORD TO LANDING
HEADER REQUIREMENT AT LANDING
HEIGHT OF STAIRS
AT LANDING
STANDARD (3) 2X12
JOISTS
(#2 SYP)
MAX.UNSUPPORTED
WIDTH OF LANDING
12'-0" OR LESS
(2) 2x12
2x8
7'-0"
12'-0" OR LESS
(3) 2x12
SYP #2 STRINGERS W/
9'-0"
MIN. (3) 2x SYP #2 STUDS
WEB FILLER PER
(
DEPTH
SIMPSON A34 CLIP TO
CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FBC
MANUFACTURER'S
REQ'D @ END OF LANDING
RESIDENTIAL.
FLOOR SYSTEM/
HEADER W/ MIN. (6) 12d
2. (2)2x12 SYP#2 HEADER IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING
SPECIFICATIONS
LANDING FRAMING
FOR STRINGER ATTACHMENTS. FASTEN (2) PLY BEAM TOGETHER USING (3)
NAILS FROM (2)2x12 SYP#2
ROWS 10d NAILS AT 8" O.C.
TYP FOR EACH STAIR
HEADER TO BUILT UP
3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO
RUN
CONSTRUCTION.
STUD COLUMN
4. BASED ON MIN. TREAD DEPTH OF 10" AND MAX. RISER HEIGHT OF 7-3/4"
LINE UP 2xJOIST IN
5. BEAM TO BEAR ON SUPPORT COLUMN W/ (6) 12d TOENAILS (BLOCK SOLID
2x12 SYP #2 STRINGERS
UNDER BEAMS LESS THAN 2x12)
ONE ON EACH SIDE AND
LINE WITH MIDDLE
STANDARD (3) 2X12
6. CONTRACTOR MAY SUBSTITUTE 16d NAILS WITH SIMPSON 1/4" X 3-1/2" SDS
SCREWS WITHOUT ADDITIONAL REVIEW
ONE @MID-SPANAF
2x12 STRINGER TO BE
6" MIN.
SYP #2 STRINGERS W/
A 7. ALL 2X12 SYP #2 STRINGER SHALL BE END OR TOENAILED TO LANDING HEADER
-----------------
A34 @ EA. STRINGER
UTILIZED AS BLOCKING
SIMPSON A34 CLIP TO
USING (3)-12d NAILS, ALONG WITH A34's
TO LANDING
SEE PLAN FOR
lo
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2x ATTACHED TO
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III
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LANDING SCHEDULE @
NAILS @ 16" O.C. MAX. TO EACH
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WOOD WALL
END OF LANDING FOR
STUD. ((2) 1/4"x3-1/4" TAPCONS
TYP FOR EACH STAIR
I I I I
STRINGERS TO
@ 16" O.C. AND 4" FROM ENDS
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WALL SEE PLAN FOR
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HEIGHT OF LANDING
PER FLOOR PLAN
rST01 GENERAL LANDING &
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_
HANGER ON EACH SIDE cn
COPYRIGHT MCD 2015: The information contained
in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES LL(
PER HEADER
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SPAN BLOCKING
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OR OPTIONAL ATTACHMENT
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PER B -B
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@ 16" O.C. AND 4" FROM ENDS
MAX. FOR MASONRY WALL)
4'-0" MAX.
A -A PLAN VIEW @90DEGREE
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LANDING ATTACHED
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PER THE FLOOR
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ATTACHMENT TO
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BEAM @G ND OF
BUILT UP COLUMN
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WOOD:
MID SPAN BLOCKING
MAX
SCHEDULE
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(18)16d NAILS TO
DEPTH W/ (3) 10d
ATTACHMENT TO CMU/LEDGER
LEDGER/SUPPORT AND
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IN LIEU OF BUILT UP COLUMN
(10)10d NAILS TO (2)2x12
WOOD:
SYP#2 HEADER
g
HU210-2/HUC210-2 W/ (18)16d
MASONRY:
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PER HEADER REQUIREMENT
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AT LANDING SCHEDULE @ END
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WALL) CONT. LEDGER w/ (3) 16d
STRINGERS TO BE NOTCHED
OF LANDING FOR STRINGERSW/
@ LANDING @ 16"O.C.
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AT LANDING OR PROVIDE 2x4
TO CONNECT TO. HEADER T
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COLUMN BELOW OR OPTIONAL
EACH SIDE
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W/(2) -12d NAILS @ 12" O.C.
ATTACHMENT PER B -B
2X12 STRINGER TO LANDING
FRAMING W/(3) -12d TOENAILS
A -A PLAN VIEW @ 180 DEGREE TURN LANDING
3/4" O.S.B. W/ 8d NAILS
@ 3" O.C. TOP AND A34 @ EA. STRINGER
BOTTOM CHORD TO LANDING
HEADER REQUIREMENT AT LANDING
HEIGHT OF STAIRS
AT LANDING
BEAM
(#2 SYP)
JOISTS
(#2 SYP)
MAX.UNSUPPORTED
WIDTH OF LANDING
12'-0" OR LESS
(2) 2x12
2x8
7'-0"
12'-0" OR LESS
(3) 2x12
2x8
9'-0"
FLOOR SYSTEM PER
SEE DESIGN PLAN FOR
GENERAL STAIR NOTES:
FRAMING PLAN TYP.
MAX. RISE OF STEPS
IF I -JOIST, INSTALL
AND MIN. TREAD
1. STAIR TREAD AND RISER CONSTRUCTION SHALL FOLLOW THE MINIMUM
WEB FILLER PER
(
DEPTH
CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FBC
MANUFACTURER'S
RESIDENTIAL.
WRITTEN
2. (2)2x12 SYP#2 HEADER IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING
SPECIFICATIONS
FOR STRINGER ATTACHMENTS. FASTEN (2) PLY BEAM TOGETHER USING (3)
ROWS 10d NAILS AT 8" O.C.
3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO
CONSTRUCTION.
4. BASED ON MIN. TREAD DEPTH OF 10" AND MAX. RISER HEIGHT OF 7-3/4"
5. BEAM TO BEAR ON SUPPORT COLUMN W/ (6) 12d TOENAILS (BLOCK SOLID
2x12 SYP #2 STRINGERS
UNDER BEAMS LESS THAN 2x12)
ONE ON EACH SIDE AND
6. CONTRACTOR MAY SUBSTITUTE 16d NAILS WITH SIMPSON 1/4" X 3-1/2" SDS
SCREWS WITHOUT ADDITIONAL REVIEW
ONE @MID-SPANAF
A 7. ALL 2X12 SYP #2 STRINGER SHALL BE END OR TOENAILED TO LANDING HEADER
-----------------
A34 @ EA. STRINGER
USING (3)-12d NAILS, ALONG WITH A34's
TO LANDING
_
2x ATTACHED TO
2
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( )
MIN. 2x8 SYP#2 LEDGER (P.T. IF
STRINGER III
HEADER PER HEADER
ATTACHING TO MASONRY
III
REQUIREMENT AT
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LANDING SCHEDULE @
NAILS @ 16" O.C. MAX. TO EACH
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I I I I
END OF LANDING FOR
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ONE ON EACH SIDE AND
I I I I
STRINGERS TO
@ 16" O.C. AND 4" FROM ENDS
.ONE @ MID -SPAN I I I I
CONNECT TO. HEADER
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BELOW OR OPTIONAL
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WALL SEE PLAN FOR
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COLUMN
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@ LANDING @ 16"O.C.
END DISTANCE OF 1-1/2"
2x P.T. BOTTOM PLATE
W/ SIMPSON A35 OR
LUS26 HANGER ON
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HEIGHT OF LANDING
PER FLOOR PLAN
rST01 GENERAL LANDING &
STAIR FRAMING INFO SCALE: 3/4"= V-0"
COPYRIGHT MCD 2015: The information contained
in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES LL(
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@ LANDING @ 16" O.C.
W/ SIMPSON A35 OR SEE PLAN FOR Z_
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LENGTH MIN. (3) 2X12 3:
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OF LANDING FOR C LANDING ATTACHED PER THE FLOOR FRAMING
STRINGERS TO g NOTES Ir -
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STUDS W/ (2) 16d TOE
2x4 #2 SPF STUDS X171 X NAILS
2x6 VERTICAL @ 6'-0" @ 24" O.C. 2x4 SILL PLATE W/ (2) 2x4 #2 SPF STUDS @
O.C. MIN. AND @ ANY 10d NAILS @ 4" O.C. 24" O.C. W/ (2) 12d
OPENING W/IN (NOTCHED @ 2x6 TOENAILS BOTTOM
VERTICAL LOCATIONS
o:
W W woo
Z
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HANDRAIL NOTCH SILL PLATE ) z
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NAILS @ 4" O.C. FACE OF TRUSS
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@ ANY OPENING U) W
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SECTION X -X N.T.S. SDS WOOD SCREWS Q m N Z 11
EQUALLY OJ
SPACED/CENTERED IN - - 2x4 #2 SPF STUDS @ -
g 0 co
2x4 CONT. TOP PLATE TRUSS TO OUTSIDE 24" O.C. EVERY OTHER z =
ATTACH TOP PLATE TO FACE OF TRUSS STUD TO BE i' 0 W
STUDS W/ O 2 16d TOE 32 V
2 ATTACHED TO TRUSS w (j
NAILS '�`�` I BELOW (OTHERWISE Y M Z W
SEE ARCH PLAN ATTACH WI (2) 12d oe- _
MAX. 4'-0" ABOVE FLOOR i TOENAILS @ BOTTOM) z W Re
a
2x4 #2 SPF STUDS @ X X
24" O.C. W/ (2) 12d NOTCH FLOOR 2x4 SILL PLATE W/ (2) F- W C) W Z 0
TOENAILS BOTTOM SHEATHING TO 16d TOE NAIL EA.
ACCOMMODATE 2x ( CONT. BRACE & 10d O 0 ❑ (' N
2x4 SILL PLATE W/ (2) NAILS @ 4" O.C. TO o W Q 0 W ap
NOTCH SILL AND 10d NAILS @ 4" O.C. _ e_ FLOOR SHEATHING z 0- ❑ M W N
PLYWOOD FLOORING (NOTCHED @ 2x6-- 0
TO ALLOW VERTICAL VERTICAL LOCATIONS). ATTACH 2x4 TO TRUSS w STRUCTURAL ENG: RMG
TO SLIDE DOWN TO I W/ (2) %4"x3" SDS o
FACE OF TRUSS ( SCREWS EQUALLY DRAFTING:
SPACED & CENTERED ? STRUCT: MR
ATTACH 2x6 VERTICAL 2x6 VERTICAL AND IN TRUSS
TO TRUSS W/ (3)/4' x 3" L -BRACE @ 6'-0" O.C. & ? QC CHECK: EA
SDS WOOD SCREWS @ ANY OPENING JOB No. DWH-0205344
EQUALLY
SPACED/CENTERED IN _j SCALE: AS INDICATED
TRUSS SEE PLAN
TRUSS TO OUTSIDEz DATE: 06-07-18
ST03 SECTION HANDRAIL W/ FACE OF TRUSS o
FLOOR TRUSSES SCALE: 3/4"= V-0" SINGLE TRUSS PARALLEL TO FLOOR PERPENDICULAR TO FLOOR III
N.T.S. N
L
ST1H
0.
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