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04.B
NOTES:
1. STAIRWAY CONSTRUCTION TO CONFORM TO FBCR 2014, 5TH EDITION SECTION
R311.7.
2. MAX HT. OF RISER TO BE 7 3/4.
3. MIN. WIDTH OF TREAD TO BE 9" (EXCLUSIVE OF NOSING.
4. ALL TREADS LESS THAN 10" IN WIDTH SHALL HAVE APPROX. 1" OF NOSING.
5. 3/16" MAX VARIATION IN RISERS/TREADS ADJACENT TO EACH OTHER.
6. 3/8" MAX VARIATION IN ANY RISE/TREAD.
7. HAND RAIL CIRCULAR CROSS SECTION DIA. TO BE 1 1/4" - 2" OR TO PROVIDE
EQUIVALENT GRASPABILITY.
8. UNDER MIN. 6" WIDE @NARROW END.
9. 34'-38" HANDRAIL HT.
10. HEADROOM CLEARANCE MIN 6-8".
TYP.
BETWEEN STRINGERS -ATTACH TO
SLAB w/ 12d CUT NAILS @ 6" O.C. AND (2)12d
EACH END OF 2x4TOE NAILED TO STRINGER.
STAB R CONNECT.
SCALE: 3/4" = 1'-0" (11x17) 1 1/2" = TV (22"x34")
3/4" PLYWD. SUB -FLOOR
2x JOISTS 16" O.C. MAX
2x LEDGER ATTACHED TO STUDS
w/ (2)12d NAILS @ EACH STUD
HUS26 JOISTS TO LEDGER
2)'S @ 16" O.C. MAX.
ADD 2x VERTICALS @ 16" O.C. AS
REQUIRED BY MUNICIPALITY -TO BE
PLACED DIRECTLY UNDER LEDGER
LANDING CONNECT. DETA� L
SCALE: 3/4" = T-0" (11x17) 11/2" = T-0" (2204) PLATFORM FRAMING
FIBERGLASS SHINGLE ROOF INSTALLED AS
1x8 SKIRT
2x12 TREA
CUT TO FI -
5TH EDITION - FBCR (2014)
34"-38" ABV. TREAD NOSING
ON OPPOSITE WALL.
in..
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DATA: TOTAL RISE: 10-8 3/4" (18 RISERS @ 7.15 " EA.)
TOTAL RUN: 17 (17 TREADS @ 10" EA.)
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Stair Section
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SECTIONS
06
First Floor Electrical Plan
SCALE: 1/8" = T-0" (11x17) 1/4" = T-0" (2204)
OPTIONAL OVERHEAD SERVER
SAME AS UNDERGROUND
150 AMP
SERVICE
TYP. ELECTRICAL
PANEL (20 CIRCUITS)
SCR AL.
NEMA 3
SEE FLOOR PLAN FOR FUSE SIZE
A/C DISC.
#14 COPPER TO LIGHTS AND OUTLETS
#10 COPPER TO WATER HEATER
#8 COPPER TO RANGE
#8 TO A/C
ALSO SERVICE TO BE BONDED TO FOOTING STEEL
NOTE:
ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY
WITH THE FLORIDA BUILDING CODE. (2004) THE ABOVE ELECTRICAL
LAYOUT IS FOR BID PURPOSE ONLY.
150 AMP ELECTRICAL RISER
GENERAL NOTES KEY:
1. OWNER TO VERIFY EXACT LOCATION OF
FLOOR OUTLETS IN FIELD.
2. LOCATION OF FIXTURES AND / OR OUTLETS
ARE SUGGESTED LOCATIONS AND MEET
MOST LOCAL CODE REQUIREMENTS.
ADDITIONS OR ADJUSTMENTS MAY BE MADE
BETWEEN THE OWNER AND BUILDER IN THE
FIELD.
3. ALL OUTLETS IN THE KITCHEN OR
BATHROOMS TO BE GFI PROTECTED.
4. ALL OUTLETS OVER COUNTERTOPS TO BE
42" A.F.F. (U.N.O.).
5. ALL SMOKE DETECTORS ARE TO BE HARD
WIRED AND INTERCONNECTED.
6. 8' H. VANITY LIGHTS IN MASTER BATHROOM.
7. 7' H. VANITY LIGHTS IN ALL OTHER
BATHROOMS.
8. ALL OUTLETS NOTED IN BEDROOMS MUST BE
AFI. PROTECTED.
NOTES:
THIS DIAGRAMATIC PLAN IS INTENDED TO
SHOW LIGHTING AND CONVENIENCE OUTLETS
ONLY.
IT IS THE ELECTRICAL CONTRACTORS
RESPONSIBILITY TO VERIFY THE REQUIREMENT
AND LOCATIONS OF ALL ELECTRICAL
EQUIPMENT, (INCLUDING KITCHEN EQUIPMENT)
AND PROVIDE AND INSTALL COMPLETE
ELECTRICAL SERVICE AS REQUIRED.
ELECTRICAL KEY:
I
CEILING MOUNTED LIGHT
f
PC
PULL CHAIN LIGHT
0
RECESSED LIGHT
-O
WALL MOUNTED LIGHT
Q
WALL WASH RECESSED
0
DUPLEX RECEPTACLE
L.V.
220 V RECEPTACLE
V.P.
1/2 HOT, 1/2 SWITCHED
AWP
WATER PROOF RECEPTACLE
7a
FLOOR RECEPTACLE
PRE -WIRE FOR CLG. FAN
ZTQGFI
GROUND FAULT INTERRUPT
WALL SWITCH
3 -WAY SWITCH
So
DIMMER SWITCH
1
TELEPHONE JACK
H
CABLEJACK
I �I
PRE -WIRE GARAGE DOOR OPENER
FLUORESCENT LIGHT
®
ELECTRICAL PANEL
70a
CHIME
1E
DOOR BELUGARAGE DOOR SWITCH
DISCONNECT SWITCH
OM
ELECTRICAL METER
0 S.D.
SMOKE DETECTOR
O C.M.S.D.
CARBON MONOXIDE DETECTOR/
SMOKE DETECTOR COMBO
CEILING FAN
WALLSCONCE
C -r
CHANDELIER
I
SPOT LIGHT
FLUSH MOUNT FLUORESCENT LIGHT
F1
FAN/LIGHT COMBINATION
g
GARBAGE DISPOSAL MOTOR
Q
SPEAKER
0
JUNCTION BOX
L.V.
LOW VOLTAGE
V.P.
VAPOR PROOF
A.F.
ARC FAULT PROTECTION
I
GoEDNERAL NOTES
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
CONSUMER SERVICES.
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED,
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO.2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED
WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. 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.
5. 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.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH
SIMPSON HSS2 STUD SHOES, TYP U.N.O.
7. 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.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
MASONRY IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/in' U.N.O. E = 1,500,000 Ib/in' U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
Fc j = 450 Fc•1= 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 UNLESS
OTHERWISE SPECIFIED.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 154" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O.
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
TABLE WITHIN BCSI-133).
-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-133.
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.
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 wl 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 DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY. WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED 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 WELLAS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURALSTEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BEAT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS,
FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY
ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD
INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED).
SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +1-0.18
S213
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
(-) VALUE DENOTES SUCTION
AREA
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(-) 23.9
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9'-0" x T-0"
16'-0" x T-0"
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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 5th EDITION (2014). 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 AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS
SHEET I SHEET TITLE
SC
STRUCTURAL NOTES
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NUMBER DATE
MASTER UPDATES
DESCRIPTION
1 110/21/20161 CREATED ELEV. A, B, C & OPTION BEDROOM#5
2 1 3/10/2017 1 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING
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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■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
e INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED.
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL
(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR
EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION.
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
16-8" (2 -STORY FTG)
12'_0"
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LAP SPLICES SHALL BE NO LESS THAN 30".
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13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
S3
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IN
■
■ ■ ■
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
■ IN
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
BARS & 3" MIN. COVER TO EDGE OF CONC.
—
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7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
L
COMMUNITY & COUNTY CODES.
MF01 I ■
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
2.6
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
BARS & 3" MIN. COVER TO EDGE OF CONC.
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
0 -
2
INSTRUCTIONS.
O
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
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DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
S3 I
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
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F
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
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DETERMINE STEP LOCATIONS IF REQUIRED
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
F'
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
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FOOTING STEP DOWN AND CORNER INFORMATION.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
w
FOOTING SIZES PENDING DEPTH OF STEMWALL.
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i— — ---s
■
FOOTING SCHEDULE
I--2
0 0
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
S33
4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.
0'-0" FIN. FLR.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
■
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4" THICK CONC. SLAB W/
BARS & 3" MIN. COVER TO EDGE OF CONC.
I IN
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
FIBERMESH. OVER 6 MIL VAPOR
BARS & 3" MIN. COVER TO EDGE OF CONC.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN, COVER TO EDGE OF CONC.
BARRIER OVER COMPACTED FILL.
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e INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED.
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL
(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR
EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION.
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
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LAP SPLICES SHALL BE NO LESS THAN 30".
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PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
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13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
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5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
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6. CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
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SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
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USE ALTERNATE APPROVED METHOD.
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7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
L
COMMUNITY & COUNTY CODES.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
w
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
BARS & 3" MIN. COVER TO EDGE OF CONC.
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
0 -
2
INSTRUCTIONS.
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9. NO WOOD STAKES PERMITTED IN FOUNDATION.
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DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
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DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
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DETERMINE STEP LOCATIONS IF REQUIRED
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
F'
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
Q
FOOTING STEP DOWN AND CORNER INFORMATION.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
W
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
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12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
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13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
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COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
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FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.
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PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
BARS & 3" MIN. COVER TO EDGE OF CONC.
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
30"x30"x12" dp w/ #5's EQUALLY SPACED EA.
0 -
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
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SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
2.6
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
0
BARS & 3" MIN. COVER TO EDGE OF CONC.
DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR).
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.
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THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
0-
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DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
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14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
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DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
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STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
w
FOOTING SIZES PENDING DEPTH OF STEMWALL.
O
0
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FOOTING SCHEDULE
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FOUNDATION PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited:
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0
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42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
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BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
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48"x48"x24" dp w/ #5's EQUALLY SPACED EA.
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.
4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.
4.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5
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BARS & 3" MIN, COVER TO EDGE OF CONC.
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FOUNDATION PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited:
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FOUNDATION PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited:
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JOB No.
PSQ-2171167
SCALE:
AS INDICATED
DATE:
07/19/17
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SYMBOLS LEGEND
■ INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
t INDICATES 45' CORNER BLOCK GROUT FILLED WITH (2) VERT
Al GRADE 60 #5 CONT. FT.G TO TIE BEAM.
(1) #5 HORIZONTAL TIE
AT TOP, BOTTOM AND
AT 24"o.c. VERTICALLY
BETWEEN COLUMN
;
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(1) CONT. #5
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LAP
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DOWEL PLACEMENT PLAN
1/4"=1'-0"
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IJOB No. PSQ-2171167
SCALE: AS INDICATED
DATE: 07/19/17
S2B
(1) #5 FROM FTG. TO
TIE BEAM SPLICE TO
a v
BE MIN. 30" GROUT
` (2) #5 BARS @TOP
CELL SOLID
WHEN MONO DEPTH
MASONRY WALL
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SEE PLAN
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DATE: 07/19/17
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T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224
"A
B., C..
D.."A"
5'-2" 570 1232 (121? 3480 12580 8360/3586 8825/4592
113 C..
"D
#3
17/8
41/4 7
15
21/4
41/4 91/4
18
#4
2112
55/8 91/2
20
3
55/8 121/21
24
#5
31/8
7 113/4
25
33/4
7 15112
30
46
33/4
81/16 14
30
41/2
8 1/16 18 1/2
36
#7
43/8
9 13/16 16 1/21
35
51/4
9 13/16 21 3/4
42
o m
a,
LAP SPLICE
L
U
EMBEDDED STANDARD 90' HOOK STANDARD 1800 HOOK
#3=2Y2'
#4=2YZ'
#5 = 2 Y2'
#6=3"
#7=3%"
PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
T-0" 3'-0" 101-81,
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, LOTTS, &POWERS STEEL
w v
STANDARD LINTELS
cO
8F20-1B/1T
STANDARD LINTEL NOTES
LEAR OPENING
8" UNFILLED
8F8-1 B / 8F8-0Bj8F16-1 B 181`16-0131 8F24-1 B / 8F24 -OB
8F32-1 B / 8F32 -OB
1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
2• (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
OPENINGS. U.N.O.
3. ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN.
8" BEARING EA. END
4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN
INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
ADEQUATE FOR THE LOADS.
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
V-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000
2'-2" 1 1783 3069/3069 6113/5163 8974/8054 10000 / 10000
2'-8" 1343 2693/2561 _6113/3820 8974 / 5961 10000/8107
T-2" 1 1217 2165/1969 6113/2931 8672/4576 10000/6224
3'4" 1 1006 1663/1349 5365/1999 7342/3123 10000/4249
4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249
4'-6" 710 1423 11105 4360/1631 6036/2549 8328/3470
5'-2" 570 1232 (121? 3480 12580 8360/3586 8825/4592
6'-2" 488 991/991 2661 /2143 5681/2698 6472/3685
7'-0" 416 752/699 1843/1625 3486 / 2602 6390/3302
8'-0" 354 726 / 699 1843 / 1625 3486/2255 6205/2885
9'-2" 315 618/535 1533 /1247 2781 / 1946 4754 / 2489
10'-0" 292 567/454 1366/1277 2423/1770 1 4006/2263
10'-8" 277 492/352 1254/1132 2193 / 1567 1 3552/2003
11'-2" 255 471 /352 1075 / 1075 1838/1567 2883/2003
12'-0" 239 418/297 1075 /1045 1838/1446 2883/1848
12'-8" 0 369/261 1002/984 1697/ 1361 2630/1738
13'-4" 0 328/0 1234/0 1779 / 0 2662/0
14'-0"
0
292/0
1160/0
1660/0
2439/0
MATERIALS
16-0"
0
28410
950/0
1379/0
1997/0
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE
STRENGTH = 1900 PSI.
5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW
RELAXATION. 7/32 WIRE PER ASTM A510.
18'-0" 0 211/0 750/0 1177/0 1676 /0
18'-8" 0 142/0 598/0 1114/0 1468/0
20'-0" 1 0 180/0 598/0 1024/0 144110
20'-8" 1 0 145 /0 550/0 981 /0 1376/0
22'-8" T 0 110 / 0 450 / 0 824/0 1147/0
RECESSED LINTELS -FILLED
;LEAR OPENING 8R6-1 B/8R6-OB BR14-1 B/8R14-0B I 8R22-1 B/8R22-OB
2'-4" r _1694/ 1694 1 3725/3280 1 5499 / 5421
2'-8" 1425/1425 3343/3280 4933/4933
3'-0" 1230/1230 2769 / 2769 4085/4085
T4' 1081/920 2769 /1716 4085/2839
4'-4" 846/833 2121/1716 3127/2839
5'-4" 664/572 1761 / 1761 2595/2595
6'-4" 526/434 1539/1539 1329/2267
7'-4" 480/322 1334/1334 1964/1552
8'-4" 415/235 1 1152/1152 1694 / 1552O
FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER
FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.NOMINAL
POWERS STEEL LINTELS MUST ALWAYS BE FILLED.
LINTEL DESIGNATION SCHEDULE
MARK
LINTEL
REQUIREMENTS
F =FILLED WITH GROUT /
U = UNFILLED R = RECESSED
QUANTITY OF #5 REBAR @
BOTTOM OF LINTEL CAVITY
8F16 -113/1T
QUANTITY OF #5 REBAR AT TOP
NOMINAL HEIGHT
WIDTH
TYPE DESIGNATION
0
8RF6-1B/1T
z
8F8-1 B/1T
0
8RF14-1B/1T
O
=
O
8F16-1B/1T
8RF14-OB/1T
O
WALL LEGEND
O
8F16-0B/1T
1-1/2" CLEAR
MIN. KO
w
Q
0
Q
z
z
LU
0
N J
ui z 1-1/2" CLEAR
2 = J
Q o -
45 REBAR AT TOP MIN. (1) REQ'D
W
❑ z w w TOP KNOCK OUT/ LINTEL BLOCK
U) O U) wCOURSE
�
I -x
�� 0 m #5 REBAR AT BOTTOM MIN. (1)
mREQ'D
�
F- 16 GA. POWERS STEEL BOXED
O�
a 7-5/8" ACTUAL LINTEL
8" NOMINAL WIDTH
POWERS STEEL
SAFE LOAD TABLE NOTES
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED
LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL
RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
2. 0 = NOT RATED,
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
SUPPORT.
8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
D08 REBAR SPLICE DETAIL LINTEL P LAN
SCALE: 314" = 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, 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
i91i791/7�4 �
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oae000ao��jL✓j d
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Z
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O
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Q z C.M.U.
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KNEEWALL PLAN U.N.O. OR LINTEL
a
00 GROUT
o
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�2 CAVITY
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0
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0
O
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z
FILLED
p
O
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m
�
8F32-1B/1T
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0
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00
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aw
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s
OF
8F32 -0B/1T
Q z C.M.U.
O
81`38 -1 B/1T
oo g
r
O
O
8F12 -1 B/OT
z
BOTTOM REINFORCING PROVIDED
0
BF40-1B/1T
7-5/8" ACTUAL IN LINTEL (VARIES)
81`28 -1B/1T
8" NOMINAL WIDTH
UNFILLED
xO
8F40-0B/1T
N J
ui z 1-1/2" CLEAR
2 = J
Q o -
45 REBAR AT TOP MIN. (1) REQ'D
W
❑ z w w TOP KNOCK OUT/ LINTEL BLOCK
U) O U) wCOURSE
�
I -x
�� 0 m #5 REBAR AT BOTTOM MIN. (1)
mREQ'D
�
F- 16 GA. POWERS STEEL BOXED
O�
a 7-5/8" ACTUAL LINTEL
8" NOMINAL WIDTH
POWERS STEEL
SAFE LOAD TABLE NOTES
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED
LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL
RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
2. 0 = NOT RATED,
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
SUPPORT.
8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
D08 REBAR SPLICE DETAIL LINTEL P LAN
SCALE: 314" = 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, 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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BLDG DESIGN: ---
STRUCTURAL ENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
CC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
DATE: 07/19/17
7
C
C
S10
D
D'
D'.
�D1
LJ `
D1
F03
D
B2x12 BOTTOM
@ 9'-4
BUILDER NOTE:
BEAMS TO BEAR ON
TOP OF MASONRY
Al
nxw
F1C
WALL LEGEND
LU
■
F1B
0
4 -
BEARING WALLS VERIFY
= 11'-4" TOP OF HGT. W/ ARCHITECTURAL
i j
KNEEWALL PLAN U.N.O. OR LINTEL
=
FIB
1
FIB
■
1 @ 32" O.C.
F1A
F1
F1
F1
F1
F1
F1
I I
FI
S1
D5
F1
F1
-----T---- I---
o -o --------------
F1
I
o 0
F1
BUILDER NOTE: SECTION OF
BEARING WALL FOR STAIR
LANDING ONLY. TRUSS F3
F1
DOES NOT BEAR ON THIS WALL
1
FT1
F2
�0
1
A
i
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FT3
D5
1
1 1 1
1 1
F1
BW1
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D6
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B2
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= 9'-4" T.O.M. = INTERIOR/EXTERIOR
BEARING WALLS VERIFY
= 11'-4" TOP OF HGT. W/ ARCHITECTURAL
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KNEEWALL PLAN U.N.O. OR LINTEL
=
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BLDG DESIGN: ---
STRUCTURAL ENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
IQC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
FIRST FLOOR FRAMING PLAN DATE: 07/19/17
NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=1'-0" S5B
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, ortransfer ofthese documents withoutthe expressed, written consent ofMONTA CONSULTING & DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
HEADER SCHEDULE
BEARING WOOD WALL SCHEDULE
TAG HEADER FASTENERS
STUD LUMBER CONNECTION & FASTENERS UPLIFT
TAG CAP. BLOCKING
.162"x321'
SPACING SPECIES TOP BOTTOM (plf)
H2x6
(2)2x6#2 SYP w/z' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(6)
HETA16 w/(9) 10dx12' NAILS OR
FRAME TO CMU
1810
(2)12d
(2)12dNO
NAILING NOTES
MID -SPAN
HETA20 w/(9) 10d x 1 Z' NAILS
16d NAILS
BW1
16"
SPF
TOENAILS
TOENAILS
UPLIFT
2035
2035
H2x8
(2)2x8 92 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(8)
1
FRAME TO CMU
(1)ply
(2)ply 2500
SP4 W/(6)
SP4 W/(6)
570 pif
MID -SPAN
(2)2X6 SPF #2 BUILT UP STUD COLUMN
B2x8
16d NAILS
BW2
16"
SPF"'
10d x 12' NAILS
10d x 1 z NAILS
FRAME TO FRAME
H10A 1015
H10A-2 1070
H10A 1340
H10A-2 1245
ON MASONRY: (1) SIMP. MSTAM24
H2x10
2)2x10 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
SP4 W/(6)
SP4 W/(6)
TO POST: SIMP. HTS20 OR LSTA18
>
16d NAILS
BW3
16"
SPF
10d x 121' NAILS
10d x 121' NAILS
570 pif
3rd. PT.
62x10
O(3)2X8
H2x12
2)2x12 92 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
FRAME TO FRAME
535
600
F
ON
NO
O(3)2X4
SYP #2 BUILT UP STUD COLUMN
16d NAILS
BW4
12"
SPF
TOENAILS
)12d
TOENAILS
UPLIFT
MID -SPAN
H3.5x5.5
(2)1.75"x5.5" LVL
ATTACH KING STUD TO HEADER w/(6)
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
TO POST: SIMP. HTS20 OR LSTA18
=
16d NAILS
BW5
12"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
760 pif
MID -SPAN
B2x12
<S>(2)2X8
H3.5x7.25
(2)1.75"x7.25" LVL
ATTACH KING STUD TO HEADER w/(8)
FRAME TO CMU
3640
4235
d
W
BW6 1
12"
SPF760
SP4 W/(6)
10d x 12"' NAILS
SP4 W/(6)
10d x 112" NAILS
plf
3rd. PT.
16d NAILS
OM
ATTACH KING STUD TO HEADER w/(10)
11
F �1
H3.5x9.25
(2)1.75"x9.25" LVL
16d NAILS
1175
TO BEAM: SIMP. HUC410 w/(18)16d &
Q
ON
8x8 SYP #2 POST
(10) 10d NAILS
M
BVVI
16"
SYP
(3) 12d
TOENAILS
(3) 12d
TOENAILS
NO
UPLIFT
MID -SPAN
NAILS & (18) 44"x24' TAPCONS
ATTACH KING STUD TO HEADER w/(12)
H5.5xl1.25
(3)1.75"x11.25" LVL
16d NAILS
=
za
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
16"
SYP
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
664 pif
MID -SPAN
QO3-112"x5-114"
LVL COLUMN.
O
(3) 2x12 #2 SYP w/ Z' FLITCH
ATTACH KING STUD TO HEADER w/(10)
BW8
14
H3x12
PLATE BETWEEN PLIES
16d NAILS
928plf
d
875
OR
FBW91
16"
SYP
SP4 W'(6)
10d x 12' NAILS
SP4 W/'6)
10d x 121' NAILS
664 pif
3rd. PT.
HEADER SUPPORT # JACKS/KINGS REQ'D. @ OPENING
STUDS TO BEAM/GT
OPENING SIZE
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
g�/10
12"
SYP
(2)12d
TOENAILS
(2) 12d
TOENAILS
NO
UPLIFT
MID -SPAN
V-0" TO T-11"
1
1
2980
12"
SYP
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
885If
p
MID -SPAN
5-1/4"x5-1/4" LVL COLUMN.
4'-0" TO T-11"
2
2
BW11
MSTC40 w/ (52) 16d SINKERS CENTERED
T-0" TO 9'-11"
2
3
SP4 W'(6)
SP4 W'(6)
885
BW12
12"
SYP
10d x 1z NAILS
10d x 121' NAILS
pif
3rd. PT.
10'-0" TO 12'-0"
3
4
CMU
16"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
280 pif
MID -SPAN
STANDARD HEADER NOTES
BW13
COLUMN TO FTG.
3640
4235
@ 32"o.c.
@ 32"o.c.
3 1/2" X 11 7/8" LVL COLUMN
20
1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN
FRAME TO FRAME
3735
4350
SP4 W/(6)
SP4 W/(6)
IS MINIMUM REQ'D. PER LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT
BW14
12"
SPF
x NAILS
10d x NAILS
380 pif
MID -SPAN
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS
APPROVAL FROM E.O.R.
2420
2800
o. c.
@ 24"o.
@
@ 24"o.o.c.
STANDARD COLUMN NOTES
2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN.
STANDARD BEARING WALL W/STRAPS NOTES
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
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS
NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12
1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O.
HEADERS. NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY. CONTACT E.O.R. IF
2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL STUDS TO
MEMBERS BUCKET INTO HEADER
TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS.
4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING
3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS. USE
PER HEADER SCHEDULE.
SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4.
5. IF MORE THEN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL
4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R.
REQ'D. NAILS FROM 1 st KING INTO HEADER THEN ATTACH ADDIT'L KING PER DTL.
5. IF "BW' CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD CONNECTIONS.
WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS.
6. MID OR 3 PT. BLOCKING TO BE 2x W1(2) 12d TOENAILS EACH END.
6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R.
7. BASE PLATE TO BE ATTACHED TO FOOTING USING 2' J -BOLTS EPDXY
7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
LL OPENINGS &
ANCHOR W/ WASHER@ 6" FROM EA. END OF BASE PLATE &WALL
8. SEE DTL. WF09/SD2 FOR 1 ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT
AT 32" o.c. W/ 7" MIN. EMBEDMENT. USE SIMPSON SET -XP EPDXY W/ EPDXY
2 STORY CONDITIONS. SEE 2ND FLOOR NOTES FOR MORE INFO.
ANCHORS.
8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D. IF BRG.
ROOF NOTES.
NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
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
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP
1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN.
BE TONAILED/ENDNAILED TO THE PLATES & THE 2x P.T. BASE PLATE CAN BE
2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND
ATTACHED W/HARD CASED GUN NAILS AND WILL NOT REQ. THE ANCHOR BOLT
ELEVATIONS FOR BEARING HEIGHTS.
ATTACHMENT INDICATED IN THE BEARING WALL NOTES.
3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED.
9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1 U.N.O.
CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED.
ON PLAN.
4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS
10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL WF09/SD2 U.N.O.
AND AT VOLUME AREA UNLESS NOTED OTHERWISE. STUDS CAN BE 24" O.C. W/
ON PLAN.
SINGLE TOP AND P.T. BASE PLATE LEAVE 1-1/2" GAP FROM TOP PLATE TO TRUSS
11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A BASE
BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2)
CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH STUD
MIN. 7" EMBEDMENT
TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6" FROM THE
12d TOENAILS.
COLUMN.
5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE
12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R. FOR
CONTINUOUS FROM FLOOR TO CEILING.
FURTHER REVIEW.
6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE FOLLOWING
13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX. ARE
ADDITIONAL LOADS:
ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d TOENAILS EA.
A) ALL CEILING HUNG SOFFITS AND SOFFITS
SIDE AND CRIPPLE STUDS AT 24"o.c. AT 2 -STORY OPEN AREAS INSTALL
WITH CABINETS AS SHOWN ON PLANS.
NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE (P.T. IF AGAINST
B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS.
CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE. LEAVE A 1 1/2" GAP FROM
7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENTS
TRUSS TO TOP PLATE AND ATTACH USING SIMPSON DTC CLIP (SEE DETAILS
OF ALL HARDWARE BEFORE INSTALLATION.
WF20 & WF21/SD2). ATTACH BASE PLATE w/ EITHER GUN NAILS @32"o.c. OR
8. GC REQ'D TO PROVIDE PERMANENT BRACING/ BLOCKING PER BCSI 1 (CURRENT
(2)12d NAILS TO EACH FLOOR TRUSS.
EDITION). SEE COVER SHEET NOTES FOR MORE INFO & STANDARD DETAILS IN THIS
6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20
DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO.
NAILING SCHEDULE:
9. ALL TRUSS -TO -TRUSS CONNECTORS ARE TO BE PROVIDED BY TRUSS SUPPLIER.
THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY
TRUSSES
10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS
ABOVE THE GARAGE.
11. IF ROOF TRUSS LAYOUT DEPICTS TRUSS LABELS OR ID'S, THIS LAYOUT HAS BEEN
PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT.
OTHERWISE AN ENGINEERED LAYOUT HAS BEEN DETERMINED BUT PRIOR TO
CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP
DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW
AND APPROVAL. AT THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE
PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS
SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR
TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. IS
NOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF
CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS
LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
12. IF DESIGN DOCUMENTS INDICATE THAT AN A/C UNIT IS TO BE RECESSED INTO THE
ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND
BUILDER TO DETERMINE THE REQUIRED SIZE. (2) 751b MIN POINT LOAD SHOULD BE
ADDED TO EITHER THE TOP OF BOTTOM CHORD OF THE TRUSS IN THE AFFECTED
AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS.
CONNECTIONS OF THE A/C UNIT TO THE TRUSSES SHOULD BE SUPPLIED BY EITHER
THE CONTRACTOR OR A/C SUPPLIER.
BUILDER NOTE:
IF THE TRUSS LAYOUT SHOWN DOES NOT MATCH THE TRUSS MANUFACTURERS
LAYOUT
----
STOP ----
AND CALL THE ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY TRUSSES
ROOFS:
ROOF SHEATHING TO BE 7/16" 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/SD4 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 PRESERV-ATIVELY
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.
COLUMN SCHEDULE
CONNECTOR SCHEDULE
�q (2)2X4 SPF #2 BUILT UP STUD COLUMN
TAG SIMPSON CONNECTOR TYPE VALUES VALUES
.162"x321'
SPF(Ib) SYP(Ib)
OB
(3)2X4 SPF #2 BUILT UP STUD COLUMN
8d RING SHANK
HETA16 w/(9) 10dx12' NAILS OR
FRAME TO CMU
1810
1810
3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS
REQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN.
NAILING NOTES
HETA20 w/(9) 10d x 1 Z' NAILS
FLOOR SHEATHING TO BE 4' PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT
O
(4)2X4 SPF #2 BUILT UP STUD COLUMN
INDICATED AS LONG AS IT MEETS OR EXCEEDS THE
DIAMETER AND LENGTH INDICATED.
(2)HETA16 OR (2)HETA20
2035
2035
EDGES AND 12" IN FIELD.
MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER
El
(1)ply TRUSS (10)10d x 1 2' NAILS
(2)ply TRUSS (12) 16d x 12' NAILS
FRAME TO CMU
(1)ply
(2)ply 2500
(1)ply
(2)ply 2500
(2)2x8 #2 SYP
TO AVOID CONFLICT.
pO
(2)2X6 SPF #2 BUILT UP STUD COLUMN
B2x8
3. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION
w/(6)10d NAILS & (14)4'x24'
REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSTIONS NOT SHOWN HERE.
El
HETA16 w/(18)10d x 12' NAILS OR
(2)ply TRUSS HETA20 w/(18) 10d x 1 2' NAILS
FRAME TO FRAME
H10A 1015
H10A-2 1070
H10A 1340
H10A-2 1245
ON MASONRY: (1) SIMP. MSTAM24
Z
O
OE
(3)2X6 SPF #2 BUILT UP STUD COLUMN
HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
1245
1450
TO POST: SIMP. HTS20 OR LSTA18
>
O
(2)2X8 SPF #2 BUILT UP STUD COLUMN
TO BEAM: SIMP. HUC410 w/(18)16d &
(2)HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
2490
2900
(10) 10d NAILS
62x10
O(3)2X8
SPF #2 BUILT UP STUD COLUMN
Cr
H2.5Aw/(10)8d
FRAME TO FRAME
535
600
F
ON
O(3)2X4
SYP #2 BUILT UP STUD COLUMN
Z
MTS12 w/(14)10d x 1 '" NAILS
z
FRAME TO FRAME
860
1000
O
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
TO POST: SIMP. HTS20 OR LSTA18
=
O(2)2X6
SYP #2 BUILT UP STUD COLUMN
El
MGT w/(22)10d e' EPDXY ANCHOR w/SIMP. SET EPDXY MIN.
5" EMBEDMENT
FRAME TO CMU
3140
3140
(10) 10d NAILS
B2x12
<S>(2)2X8
SYP #2 BUILT UP STUD COLUMN
El
HTT4 w/(18)16d x 22' NAILS & e" EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 7" EMBEDMENT
FRAME TO CMU
3640
4235
d
W
OL
4x4 SYP #2 POST
10
HGT-2 w/(16)10d NAILS w/e' EPDXY ANCHOR w/SIMP. SET
EPDXY MIN. 5" EMBEDMENT
FRAME TO CMU
6280
6280
OM
6x6 SYP #2 POST
11
F �1
HTSM16 w/(8)10d NAILS & (4) 4'x 24' TAPCONS
FRAME TO CMU
1020
1175
TO BEAM: SIMP. HUC410 w/(18)16d &
Q
ON
8x8 SYP #2 POST
(10) 10d NAILS
M
25
12
LSTA18 w/(14)10d NAILS
HEADER TO STUDS
1110
1235
NAILS & (18) 44"x24' TAPCONS
OP
3-1/2"x3-1/2" LVL COLUMN.
ON MASONRY: (2) SIMP. MSTAM24
=
za
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
2220
2470
LL ,m
QO3-112"x5-114"
LVL COLUMN.
O
TO BEAM: SIMP. HUC410 w/(18)16d &
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
833pif
928plf
d
875
OR
3-1/2"x7" LVL COLUMN.
NAILS & (18)4'x24' TAPCONS
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15
LSTA24 w/(18)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
1235
1235
O3-1/2"x9-1/2"
LVL COLUMN.
16
MSTC28 w/(36)16d SINKERS CENTERED
STUDS TO BEAM/GT
2980
3455
OT
5-1/4"x5-1/4" LVL COLUMN.
17
MSTC40 w/ (52) 16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
4745
OV
5-1/4"x7" LVL COLUMN.
18
E
LTT20B w/(10) 10d NAILS & g' EPDXY ANCHOR w/SIMP. SET
COLUMN TO FTG.OR
1290
1300
EPDXY MIN. 7" EMBEDMENT
CMU
X
7x7" LVL COLUMN.
19
HTT4 w/(18) 16d x 22' NAILS W.' EPDXY ANCHOR w/SIMP.
SET EPDXY MIN. 7" EMBEDMENT -AT LVL / PSL COLUMNS
USE 18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS
COLUMN TO FTG.
3640
4235
YO
3 1/2" X 11 7/8" LVL COLUMN
20
(3)HTS20 w/(24)10d x 12' NAILS
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
3735
4350
OZ
5 1/4" X 9 1/2" LVL COLUMN
21
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS
FRAME TO CMU
2420
2800
STANDARD COLUMN NOTES
22
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS
GIRDER TO COL./ BM
9100
4095
1. NAIL ALL BUILT-UP STUDS PER DTL. WF08/SD3.
GT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD
DBL. TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.
FRAME TO FRAME
3300
3965
BE P.T. OR WOLMANIZED.
NVERTED HUD5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP
SOLID POSTS. AT EXTERIOR CONDITIONS
STANDARD CONNECTOR NOTES
4x4: ABU44 w/(12)16d NAILS & e" EPDXY ANCHOR w/MIN.
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & e" EPDXY ANCHOR w/MIN.
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. HETA16/20, U.N.O. ON PLAN.
7" EMBEDMENT
5'
AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. HETA16/20 @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS
8x8: ABU88 w/(18)16d NAILS & (2) EPDXY ANCHORS w/
SHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18(14) @
MIN. 7" EMBEDMENT
24"o.c. OR 32"o.c.)
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP
CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c.
AND BASE PLATE U.N.O. ON PLANS.
MAX. AND (2) AT EACH CORNER.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2
FOR 2 -PLY U.N.O. ON PLAN
NAIL SCHEDULE
3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR.
IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS.
STANDARD NAIL
GENERAL DIAMETER/ LENGTH
4. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
5. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
8d
.131" x 22'
6. MISSED LINTEL STRAPS: CONTRACTOR TO INSTALL SIMP. HTSM16 @ EACH MISSED HETA16/20
STRAP LOCATION. IF DOUBLE HETA16/20 @ A 2 -PLY OR 1 -PLY TRUSS IS MISSED, USE (2)HTSM16 STRAPS.
10d
.148" x 3"
IF UPLIFT IS HIGHER THEN 2100lbs, CONTACT E.O.R. FOR FURTHER REVIEW.
12d
.148"x34'
FLOOR FRAMING NOTES
16d
.162"x321'
GENERAL NOTES
1. FLOOR JOIST/TRUSS HANGERS SUPPLIED & ENGINEERED BY FLOOR JOIST/TRUSS CO.
8d RING SHANK
.113" x 28'
2. REFER TO TRUSS MANU. DRAWINGS FOR TRUSS DESIGNATIONS.
0
TAG BEAM SIZE CONNECTIONS
3. GENERAL FLOORING FINISHES ARE ACCEPTABLE. IF LIGHTWEIGHT CONCRETE OR SELF LEVELING CONCRETE IS
REQ. CONTACT E.O.R. ALONG WITH TRUSS CO. TO VERIFY FLOOR TRUSS DESIGN.
NAILING NOTES
NAILING SCHEDULE
FLOOR SHEATHING TO BE 4' PLYWOOD OR OSB (U.N.0), WITH LONG DIMENSION PERPENDICULAR TO SUPPORT
1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN
(FLOOR TRUSSES).
INDICATED AS LONG AS IT MEETS OR EXCEEDS THE
DIAMETER AND LENGTH INDICATED.
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
2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS.
EDGES AND 12" IN FIELD.
MINIMUM NAIL LENGTH PER CONNECTOR IS REQ. IF LONGER
NOTES:
NAIL IS USED IT IS ADEQUATE AS LONG AS IT DOES NOT
w
EXTEND THRU THE MEMBER ITS BEING ATTACHED TO.
1. FLOOR JOIST/ TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING
(2)2x8 #2 SYP
TO AVOID CONFLICT.
F=
2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE SPECIFIED BY THE MANUFACTURER.
B2x8
3. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION
w/(6)10d NAILS & (14)4'x24'
REQ. FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSTIONS NOT SHOWN HERE.
BEAM SCHEDULE
w
1-
0
TAG BEAM SIZE CONNECTIONS
o
iY
O
TO POST: SIMP. HTS20 OR MSTA18
LL
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
w
(2)2x8 #2 SYP
TO MASONRY: SIMP. HU48 OR HUC48
F=
B2x8
WITH 1/2" FLITCHa
w/(6)10d NAILS & (14)4'x24'
LL
O
PLATE
TAPCONS
0
ON MASONRY: (1) SIMP. MSTAM24
Z
O
TO POST: SIMP. HTS20 OR LSTA18
>
TO BEAM: SIMP. HUC410 w/(18)16d &
d
(2)2x10 #2 SYP
(10) 10d NAILS
62x10
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
Cr
PLATE
NAILS & (18)4"x24' TAPCONS
F
ON
MASONRY: (1) SIMP. MSTAM24
0
Z
a
O
TO POST: SIMP. HTS20 OR LSTA18
=
TO BEAM: SIMP. HUC410 w/(18)16d &
d
(2)2x12 #2 SYP
(10) 10d NAILS
B2x12
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
w
C)
PLATE
NAILS & (18)4'x24' TAPCONS
d
W
ON MASONRY: (2) SIMP. MSTAM24
O
TO POST: SIMP. HTS20 OR LSTA18
z
i
TO BEAM: SIMP. HUC410 w/(18)16d &
Q
3.5x11.
(10) 10d NAILS
M
25
(2)1.75"x11.25" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
w
NAILS & (18) 44"x24' TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
=
za
LL ,m
TO POST: SIMP. HTS20 OR LSTA18
O
TO BEAM: SIMP. HUC410 w/(18)16d &
z
3.5x11.
(2)1.75"x11.875" LVL
(10) 10d NAILS
TO MASONRY:
d
875
SIMP. HU410 OR HUC410 w/(10)10d
L/2
NAILS & (18)4'x24' TAPCONS
>O
ON MASONRY: (2) SIMP. MSTAM24
cr
CL
TO POST: SIMP. HTS20 OR LSTA18
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
NAILS & (18i4'x24' TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
TO POST: (2) SIMP. HTS20 OR LSTA18
ON MASONRY: (2) SIMP. MSTAM24
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 LSTA18
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 wIPLAN 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
NOTES
CONNECTOR LEGEND_
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited
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WALL HEIGHT STUD & SPECIES SPACING SPACING
INTERIOR ZONE END ZONE
8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
9'4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX
EXTERIOR FRAME WALL NOTES
1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED
TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR
REQUIRED STUD SPACING.
2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS
& NAILING PATTERN.
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE
NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF
SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN
50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR
REVIEW OF EXTERIOR STUDS
3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE
MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS
4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY.
5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO
FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O.
ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B
STANDARD 2ND FLOOR FRAMING
NOTES:
1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR
WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR
TO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE
CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
ON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS
SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR
SHEATHING IS NOT CONTINUOUS)
3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O.
ROOF FRAMING PLAN
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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INTERIOR ZONE END ZONE
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9'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
9'4" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
10'-0" 2x4 SPF #1/#2 16" O.C. MAX 12" O.C. MAX
EXTERIOR FRAME WALL NOTES
1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED
TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR
REQUIRED STUD SPACING.
2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS
& NAILING PATTERN.
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE
NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF
SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN
50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR
REVIEW OF EXTERIOR STUDS
3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE
MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS
4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY.
5. IF EXT. FRAME WALL IS NOT SUPPORTING PLASTER OR STUCCO
FINISHES, FRAMER IS TO FOLLOW CHART ABOVE U.N.O.
ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B
STANDARD 2ND FLOOR FRAMING
NOTES:
1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR
WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR
TO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE
CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
ON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM- WS07/SD5 (STRAPS
SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR
SHEATHING IS NOT CONTINUOUS)
3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD5 U.N.O.
ROOF FRAMING PLAN
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
DATE: 07/19/17
S7B
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r SINGLE TOP AND BASE ❑ 0 Q
PLATE w/ (2) 16d NAILSSQ W
EXT. SHEATHING �� TO TRUSS. STUDS @ PRE-ENGINEERED SIMPSON LSTA30 W/ w ~ J 11
ATTACHED PER yW Q W
EXT. BEAM PER PLAN PT POST PER PLAN I� 24" O.C. &EXT. ROOF TRUSS -SEE (22) 10d NAILS (ALL
NAILING SCHEDULE SHEATHING INSTALLED FRAMING PLAN FOR CORNER CONDITIONL 0 W W
FROM TOP OF PER NAILING PATTERN SPACING EXTERIOR SHEATHING STRAP AROUND U J
LAP BEAM PLYS AND �I ❑ = W
NAIL AS SHOWN (5) 10d KNEEWALL TO BOTTOM SEE PLAN FOR NAIL PER PLAN TALLER STUD) W
NAILS PER PLY OR SP2 CLIPS AT TOP
EXT. BEAM PER PLAN AND SP1 CLIPS AT CONNECTION W W
BASE ARE REQ'D. 2x BRG WALL, SEE Q Q U
HTS20 CLIP FROM 2x BLOCKING CRICKET AS REQUIRED PLAN FOR STUD SIZE & z W 1
POST TO BEAM SPACING. MIN (2) 2x SEE FLOOR PLAN FOR L U m Q
MIN 2x4 STUDS @ 16" UNDER GIRDER TRUSS MORE BRG. WALL INFO W
PLAN VIEW U f/i 2
@ TOP OF POST O/C MAIN SPAN ROOF U.N.O. w W Y N
PT POST PER PLAN TRUSS Z
2x P.T. PLATE cn O
ABU POST BASE PER 2x BLOCKING _ Q CO
PLAN CO
1/2" x 8" J -BOLT OR EPDXY SIMPSON LSTA24 EACH (2) 2x TOP PLATE p- 0. r
ANCHOR @ 32" O.C. & 6"
5/8" THREADED ROD w/ FROM EA. END W/ STUD ATTACH 2x TO BLDG DESIGN:
NUT SET IN ADHESIVE WASHER, CENTER ON META16 U.N.O. 2x BRG WALL, SEE PRE -ENG. ROOF BUILT-UP W/ (2) STRUCTURAL ENG: CNS
BASE PLATE PLAN FOR STUD SIZE & TRUSS PER PLAN ROWS OF 10d NAILS DRAFTING:
---
'q ^ a i1. a ;' a SEE FOUNDATION TOP KNOCK OUT SPACING. MIN (2) 2x STAGGERED @ 8" O.C. -STRICT: MR
COURSE W/ (1) #5 MASONRY WALL PER UNDER GIRDER TRUSS DESIGN:
as ... ii . PLAN FOR ADDITIONAL SEE PLAN FOR
v ._U_ S INFO CONT. PLAN U.N.O. CONNECTION QC CHECK: CC
SIDE VIEW @ BASE OF POST F1 KNEEWALL ABOVE MASONRY WALL F1 SECTION @ DOUBLE BEARING F1 STEP @ BEARING FRAME WALL JOB No. PSQ-2171167
SCALE: AS INDICATED
3/4"=1'-0" 3/4"=1'-0"
DATE: 07/19/17
CDO1 CORNER COLUMN FRAMING
3/4"=1'-0" 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, ortransfer ofthese documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
(2) 10d NAIL
@ EA. BOTI
CHORD
2x4 BLOCKS
REFER TO l
SIMPSON F,
DIAGONAL TO BEAM
SIMPSON A35 CLIPS @
24" O.C.
SIMPSON LSTA18 @
48" O.C. AND AT ENDS
SHEATHING NOT REQ'D
TO BE CONT. @ THE (2) 10d NAIL
TRANSITION FROM @ EA. BOT'
BEAM TO GABLE CHORD
TRUSS
BEAM PER PLAN 2x4 BLOCK
REFER TO
SIMPSON I
DIAGONAL
PLATE
SIMPSON A35 CLIPS @
24" O.C.
SIMPSON LSTA18 @
48" O.C. AND AT ENDS
SHEATHING NOT REQ'D
TO BE CONT. @ THE
TRANSITION FROM
WALL TO GABLE
TRUSS
DOUBLE 2x TOP PLATE
FASTEN SIDE WALL
SHEATHING PER PLAN.
EXT. SHEATHING;
ATTACH PER PLAN
BEAM CONNECTION FRAME WALL CONNECTION
0
CONTRACTOR TO FIELD VERIFY WHICH
CONDITION IS REQUIRED. CONTACT EOR
NAIL GABLE END
BOTTOM CHORD TO
PLATE USING 10d NAILS
AT 12" O.C.
I FOR ADDITIONAL INFO AS REQ'D
SIMPSON A23 @ EACH A35 DIAGONAL TO
BRACE TO PLATE TRUSS BOT. CHORD
NOTE: ALL GABLE
BAYS @ EA. DIAG. AS SHOWN. FASTEN ROOF
BRACING IS TO BE
SHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C.
SYP#2 OR BETTER
3 1/4" HOLD 1/2" J -BOLTS w/
9'-4" < Hb14'-0"
X
14'-0" < H516-8"
PT 2x8 PLT., CANT. FOR
WASHERS (MIN. 6"
2X4 BLOCKS.
CLG. NAILING SURFACE
EMBED) MIN. 6" FROM
REFER TO GE
1
F- C� T Q
EACH END AND 32" O.C.
W Cl
w
(2) 10d NAILS @ EA.
MAX.
(2) 10d NAILS @ EA.
_
BOTTOM CHORD
z
BOTTOM CHORD
DRAFTING:
U
-STRUCT: MR
1z
k
SCALE: AS INDICATED
D
x T
LL
SYP
` w Y
2x4 #2 BRACING @ 24" O.C.
v
FOR FALSE BM ATTACHMENT w/
2x4 BLOCKS.
o m
(3) 10d TOENAILS EA. END I -
REFER TO GE02
2x TOP PLATE TO GABLE END W/
PROVIDE 16d NAILS SIMPSON A35 CLIPS @ 16d NAILS @ 6" O.C.
GABLE END TRUSS TO
24" O.C.
FRAMING FOR FALSE BEAM, IF REQ'D
PLT.@12" O.C. MAX.
TIE BEAM COURSE w/ (1)
w/ (3) 10d NAILS @ EA. TRUSS BRACE
CMU WALL OR LINTEL
#5 CONT.2x4
STUDS @ 24" O.C. w/ SINGLE If I
FALSE BM PER PLAN
BELOW
BASE &TOP PLATE w/ PLYWOOD IF REQ'D
SHEATHING COVERING
CMU WALL CONNECTION
CLEAR SPAN CONNECTION
***NOTE: REFER TO DETAIL GE02 THIS PAGE FOR GABLE BRACING***
GE01 GABLE END @ FLAT CEILING CONNECTIONS
3/4"=1'-0"
2x8 RIDGE BOARD
2x6 COLLAR TIE HALF
WAY UP HEIGHT OF
VALLEY. FASTEN w/ (5)
10d COMMON NAILS @
EACH END (TYP.)
2x6 RAFTER TO 2x8
RIDGE BOARD W/A35
ON (1) SIDE OF
RAFTER & A35 ON ADJ
RAFTER TO OPP SIDE
(AS SHOWN)
2x6's @ 24" O.C. MAX.
FASTEN SYP OR SPF
2x6 (MIN.) PLATE THRU
SHEATHING PER PLAN
W/ 1/4"x4-1/2" SIMPSON
SDS SCREWS TO TOP
CHORD OF EACH
TRUSS BELOW
FASTEN CONV. 2x
VALLEY RAFTER
FRAMING (OR PRE -ENG
VALLEY TRUSSES) TO
2x PLATE WITH
SIMPSON MTS12 OR
LSTA12 & (5) 8d NAILS
@ EA. RAFTER TO PLT.
(5) 16d NAILS BRACE
TO BLOCKING
I II
(4) 16d NAILS BRACE TO
BLOCKING
II
2x4 SYP#2 BLOCKING @
EA. BAY ADJACENT TO
EA. DIAG. AS SHOWN.
(4) BAYS MIN.
(2) 10d NAILS @ EA.
BOTTOM CHORD
PROVIDE 2x4 BRACE
TO EA. ADJ. DIAG.
FASTEN TO DIAG. w/(2)
16d NAILS.
GABLE BRACING @ 48"
O.C. NOT REG'D 6'
FROM EAVES
GABLE BRACING CHART
H
2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK ADJ.
NOTE: ALL GABLE
BAYS @ EA. DIAG. AS SHOWN. FASTEN ROOF
BRACING IS TO BE
SHEATHING TO BLOCKS W/ 8d NAILS @ 6" O.C.
SYP#2 OR BETTER
(4) BAYS MIN. AND (1) BAY AFTER BRACE IS REQ'D
9'-4" < Hb14'-0"
X
14'-0" < H516-8"
STRONGBACK W/ (2) 2x4 BRACE
W W
(5) 16d NAILS BRACE
TO BLOCKING
I II
(4) 16d NAILS BRACE TO
BLOCKING
II
2x4 SYP#2 BLOCKING @
EA. BAY ADJACENT TO
EA. DIAG. AS SHOWN.
(4) BAYS MIN.
(2) 10d NAILS @ EA.
BOTTOM CHORD
PROVIDE 2x4 BRACE
TO EA. ADJ. DIAG.
FASTEN TO DIAG. w/(2)
16d NAILS.
GABLE BRACING @ 48"
O.C. NOT REG'D 6'
FROM EAVES
GABLE BRACING CHART
H
GABLE BRACING (+)
UP TO 4'-8"
NO BRACE REQUIRED
4'-8" < H S T-0"
(1) 2x4 BRACE
T-0" < H 5 9'-4"
(2) 2x4 BRACE (SEE SECTION A -A)
9'-4" < Hb14'-0"
STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H516-8"
STRONGBACK W/ (2) 2x4 BRACE
2x4 BRACE IF REQ'D
SEE CHART.
10d COMMON NAILS
@ 6" O.C.
GABLE VERTICAL
2ND 2x4 BRACE IF
REQ'D, SEE CHART
A -A GABLE VERTICAL BRACING
GEO GABLE END BRACING
3/4"=1'-0"
2x4 SYP #2 BLOCKING
@ 48" O.C. MAX. W/ (3)
12d TOE -NAILS @ EA.
END.REDUCE
SPACING TO 24" O.C.
@ WALLS CARRYING
LOADS SUCH AS
CABINETS OR HEAVY
SHELVING
SIMPSON DTC @ EACH
HORIZONTAL BLOCK
LOCATION. ATTACH W/
(6) 8d NAILS (MAX. 4'
VERTICAL GAP
BETWEEN 12" LONG
BLOCK & TRUSS
BOTTOM CHORD/
TRUSS BLOCKING.)
2x BLOCKING x 12" —
LONG @ HORIZONTAL
BLOCKING LOCATION
FOR CLIP
ATTACHMENT. ATTACH
TO WALL SINGLE TOP
PLATE W / MIN. (4) 8d
NAILS.
SINGLE 2x TOP PLATE
WHERE O.H. IS > V-0", DROP —
GABLES w/ OUTLOOKERS @ 24" O.C.
TO RUN BACK TO 1ST COMMON
TRUSS WITH (3) 12d TOENAILS.
CONNECT TO DROP GABLE WITH
H2.5 CLIP. MAX 2'-0" O.H.
SEE GABLE
CONNECTION DETAIL
FOR REQ'D
CONNECTIONS
2x4 ATTACHED TO EA. -
GABLE 2x4 BRACE WITH
(2) 10d NAILS
(1) A23 FROM —
STRONGBACKTO
DIAGONAL
2x6
10d COMMON NAILS @
8" O.C.
ROOF SHEATHING PER
PLAN ATTACH PER
NAILING SCHEDULE
PARALLEL TRUSS II 1
F2 NON-BEARING WALL
TYP. NON -LOAD
BEARING WALL PER
PLAN. STUDS @ 24"
O.C. MAX. STUD
SPACING TO BE
REDUCED DOWN TO
16" O.C. MAX. @
LOCATIONS CARRYING
LOADS SUCH AS
CABINETS OR HEAVY
SHELVING.
HOLD TOP OF
NON -LOAD BEARING
WALL DOWN 1-Z'
BELOW BOTTOM OF
TRUSS BOTTOM
CHORD.
V-0" MAX PLYOOD CANT. O.H.
SEE ELEV. FOR
O.H. SIZE
CONT. 2x4
2x4 DIAGONAL BRACE
@ 48" O.C. TO 3RD
BAY REQ'D w/
STRONGBACK, SEE
CHART
GABLE BRACING (+)
SEE CHART
STRONGBACK IF REQ'D
PER CHART
GABLE END
SHEATHING FASTEN
PER PLAN.
rcr� ncrwcrc a�.ncv. I ncry
ATTACH ADDIT'L KINGS AS
REQ'D. SEE SCHED. FOR
NUMBER OF KING AND JACK
STUDS REQ'D.
2x #2 SPF CRIPPLES AT
16" O.C. W/ SP4 AT TOP
AND SP1 AT BASE
LSTA30 HEADER TO
STUDS U.N.O.
(2) ROWS 12d NAILS
STAGGERED @ 12"
O.C. EA. FACE OR (3)
ROWS 12d NAILS
STAGGERED @ 12"
O.C. FOR 2X10 OR
GREATER HEADER
2X STUDS TYP.
ATTACH JAMB STUDS
PER WF08/SD3
BASE PLATE TO BE
ATTACHED TO FTG
USING 1/2" 0 J -BOLTS
OR EPDXY ANCHOR @
6" FROM EA. END OF
BASE PLATE & WALL
OPENINGS & 32" O.C.
W/ 7" MIN EMBED. & 2"
WASHER. AT SLAB
STEP DOWNS, EMBED.
MUST BE 7" BELOW
STEP
P.T BASE PLATE
SP4 @ BASE OF EA.
STUD U.N.O. SEE
BEARING WALL
SCHEDULE FOR
MORE INFO.
O
FO TYPICAL HEADER DETAIL
1/2"=1'-0"
ROOF SHEATHING,
FASTEN PER PLAN
2x4 #2 SYP CONT. w/ (2)
16d COMMON NAILS
e EA. STUD OR TRUSS
MEMBER, TYP. (MAX.
24" O.C.). IF MASONRY,
USE (2) 1/4" TAPCONS
w/ MIN. 2" EMBED. @
24" O.C.
TRUSS PER PLAN
SIMPSON DTC @ 48"
O.C. ATTACH W/ (6) E
NAILS (MAX. g
VERTICAL GAP
BETWEEN 12" LONG
BLOCK & TRUSS
BOTTOM CHORD/
TRUSS BLOCKING.)
REDUCE DTC SPACI
TO 24" O.C. FOR
WALLS CARRYING
LOADS SUCH AS
CABINETS OR HEAV
SHELVING
2x BLOCKING x 12"
LONG @ TRUSS
LOCATION FOR CLIF
ATTACHMENT, @ 4
O.C. ATTACH TO WF
SINGLE TOP PLATE
MIN. (4) 8d NAILS.
Cl Klrl F 9v TnP PI A-
�/I N WOOD/MASONRY
WALL OR TRUSS, SEE
PLAN (TRUSS SHOWN)
D02 LEDGER @ LOW ROOF
1-1/2"=1'-0"
t'tKt'tINUl UULHK I KUJJ
TYP. NON -LOAD
BEARING WALL PER
PLAN. STUDS @ 24"
O.C. MAX. STUD
SPACING TO BE
REDUCED DOWN TO
16" O.C. MAX. @
LOCATIONS CARRYING
LOADS SUCH AS
CABINETS OR HEAVY
SHELVING.
HOLD TOP OF
NON -LOAD BEARING
WALL DOWN 1-12'
BELOW BOTTOM OF
TRUSS BOTTOM
CHORD.
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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STRUCTURALENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
QC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
DATE: 07/19/17
2x4 BLOCKS, (2) 16d
NAILS @ EA. END.
BLOCK ADJ. BAYS C
EA.DIAG. AS SHOWI`
FASTEN ROOF
SHEATHING TO
BLOCKS w/8d NAILS
@ 6" O.C.
(5) 16d NAILS BRACE
TO BLOCKING
PROVIDE 2x4 BRACE
TO EA. ADJ. DIAG.
FASTEN TO DIAG.w/
16d NAILS.
GABLE BRACING @
O.C. MAX. 45° FROM
HORIZONTAL (+/- 10
BRACE NOT REQUIF
6' FROM EAVES.
PER PLAN
E O.H. IS > T-0",
END GABLE w/
DOKERS @ 24"
O RUN BACK TO
DMMON TRUSS
(3) 12d TOENAILS.
ECT TO DROP
WITH H2.5 CLIP.
-0" O.H.
2x4
24" O.0
=END
THING FASTEN
LAN
E AS REQ'D
;ON H10A DIAG.
OCKING
IDE 2x BLOCKING
IAILING
S PER PLAN
LAN FOR
DRT AND TIE
I OF JACK
SES
PROVIDE BLOCKING
BETWEEN TRUSS BAYS \\yl
@ 48" O.C. FOR FIRST 3 SEE GABLE
BAYS WALL PER PLAN
CONNECTION DETAIL (FRAME WALL SHOWN;
FOR REQ'D MAY ALSO BE
CONNECTIONS MASONRY)
***NOTE: GABLES SPANNING LESS THAN 8' DO NOT REQUIRE BRACING***
GE03 GABLE END @ FLAT CEILING w/ BOSTON HIP
11
3/4"=1'-0"
.440
FN���� OSHEATHING,
FASTEN PER I
R PLAN
OP S
ti
2x4 FRAMING @ 24"
2x SCAB w/ 10d NAILS O.C. MAX.
@ 4" O.C. PROVIDE (4)10d x3"
PER -ENG TRUSSES NAILS AT JOINT
Sl -
^7F SHEATHING,
TEN PER PLAN
FRAMING @ 24"
MAX.
)VIDE (4) 10d x 3"
-S AT JOINT
PER PLAN -
NOTE: CUT BACK 2x8
PRECAST LINTEL PER
2x SCAB w/ 10d NAILS
@ 4" O.C.
CONT. 2x4 BLOCKING
TRUSS CONNECTION
AROUND CURVE. MIN.
\
D \ \
PER -ENG TRUSSES
MASONRY WALL
SUB FASCIA
PER PLAN2x6
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS
2x6 SUB FASCIA
PER PLAN
NAILS EA. END
CMU WALL PER PLAN
2x SPF CONT.
(2) 8d TOE NAILS TO
TRUSS CONNECTION
(2) 8d TOE NAILS
7/16" OSB W/ (2) 8d
LEDGER
PER PLAN
TOLEDGER
6d NAILS @ 16" O.C. TO
2x4 PT LEDGER W/
PT
SIDE & TOP NAILER
2x4 LEDGER W/ (2) 16d
\ \
\
\ C H
1/4" TAPCONS @ 12"
2x FRAME WALL PER
NAILS @ 16" O.C.
RAFTER
\ E
O.C.
PLAN
STRUCTURAL SHEATHING PER PLAN AND ROOF
SEE ELEV. FOR
FINISH PER ARCHSFIN
SEE ELEV. FOR
O.H. SIZE
HEADER O
O.H. SIZE
CONDITION @ CMU WALL
CONDITION @ FRAME WALL
F1 TYPICAL SCAB OVERHANG
3/4"=1'-0"
2x BUCK PER MD04
THIS SHEET
FO ARCH WINDOW FRAMING DETAILS
3/4"=1'-0"
ARCH PER ELEV
LINTEL (SEE PLAN)
7/16" O.S.B. EA. SIDE
2x BLK'G. TO O.S.B. W
(2) - 8d EACH END
END VIEW w/ CMU
HEADER (SEE PLAN)
ARCH PER ELEV
NOTES:
1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN
2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION
3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY)
4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4"
1" EDGE 1 1/2" EDGE
10d x 3" COMMON
0 2 1/2" ❑
z ❑ w
w 1 1/2" z
CV w N
N ;z I N
I N 10d x 3" COMMC
10d x 3" COMMON OPP. —�
SIDE Z
U U
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U)00
U)I}
00
10d x 3" COMMC
A OPP. SIDE
(2) 2x4's (2) 2x6's
FO TYPICAL BUILT-UP STUD COLUMN DETAIL
1-1/2"=1'-0"
7/16" O.S.B. EA. SIDE
2x BLK'G. TO O.S.B. W
(2) - 8d EACH END
END VIEW w/ WOOD
2 1/2" EDGE
(2) 2x COLUMN
(2) 2x8's
NOTE: CUT BACK 2x8
PRECAST LINTEL PER
P.T. @ TOP TO ALLOW
PLAN
CONT. 2x4 BLOCKING
O
AROUND CURVE. MIN.
\
D \ \
2 TAPCON ANCHORS
MASONRY WALL
PER 2x8
SEE PLAN
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS
2x8 W/ (2) 16d TOE
LSTA30
HEADER TO
STUDS U.N.O
NAILS EA. END
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
2x SPF CONT.
r
r
\ J F
\�\
BLOCKING ATTACH TO
7/16" OSB W/ (2) 8d
NAILS
2x W/ (2) 16d
TOE NAILS
EACH END
7/16" OSB EA. SIDE, W/
6d NAILS @ 16" O.C. TO
\\
\ l\ 1 B O
1\
SIDE & TOP NAILER
2x BUCK PER MD04
THIS SHEET
FO ARCH WINDOW FRAMING DETAILS
3/4"=1'-0"
ARCH PER ELEV
LINTEL (SEE PLAN)
7/16" O.S.B. EA. SIDE
2x BLK'G. TO O.S.B. W
(2) - 8d EACH END
END VIEW w/ CMU
HEADER (SEE PLAN)
ARCH PER ELEV
NOTES:
1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN
2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION
3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY)
4) TOLERANCES: ALL DIMENSION TO BE HELD WITHIN +/- 1/4"
1" EDGE 1 1/2" EDGE
10d x 3" COMMON
0 2 1/2" ❑
z ❑ w
w 1 1/2" z
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N ;z I N
I N 10d x 3" COMMC
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FO TYPICAL BUILT-UP STUD COLUMN DETAIL
1-1/2"=1'-0"
7/16" O.S.B. EA. SIDE
2x BLK'G. TO O.S.B. W
(2) - 8d EACH END
END VIEW w/ WOOD
2 1/2" EDGE
(2) 2x COLUMN
(2) 2x8's
ni irein� irn 2x4's
❑
z
w
v
EDGE DISTANCE
PER DVIAIL
INSIDE PLY NAILS NAILED AT 8" O/C
STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's
(3+) 2x COLUMN
O2x
STUDS @ 16" O.C. FOR KNEE WALL
LSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT
F O
\ B
ROOF SHEATHING FOR STRAP
O
CONT. ROOF SHEATHING NAIL PER PLAN
\
D \ \
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END
1 O
TO TOP CHORDS OF TRUSSES BELOW WHEN
\
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS
\
LSTA30
HEADER TO
STUDS U.N.O
1 1 l O
PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
H
r
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_
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TOE NAILS
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1
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EDGE DISTANCE
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INSIDE PLY NAILS NAILED AT 8" O/C
STAGGERED. OUTSIDE NAILS NAILED AT 8" O/C. OUTSIDE 2x's
(3+) 2x COLUMN
O2x
STUDS @ 16" O.C. FOR KNEE WALL
LSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT
F O
\ B
ROOF SHEATHING FOR STRAP
O
CONT. ROOF SHEATHING NAIL PER PLAN
\
D \ \
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END
1 O
TO TOP CHORDS OF TRUSSES BELOW WHEN
\
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS
\
BELOW AND CONNECT w/ HTS20 @ 32" O.C.
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PRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
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RAFTER
\ E
COMMON TRUSS PER PLAN OR CONV. FRAMING w/
STRUCTURAL SHEATHING PER PLAN AND ROOF
FINISH PER ARCHSFIN
MIN. H2X6 G
CURVED ROOF TRUSSES PER PLAN OR CURVED
HEADER O
RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING
NAILED @ 6" O.C. STAGGERED
F01 DORMER FRAMING DETAIL NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D
1/4"=1'-0" NOTE: ROOF SHEATHING
MUST BE APPLIED AND FASTENED TO BASE
TRUSS PER PLANS BEFORE
DORMER FRAMING IS INSTALLED.
SP4 DOUBLE TOP PLATE
TO EACH CRIPPLE STUD
(2) ROWS 12d NAILS
STAGGERED @ 12: O.C.
EA. FACE OR (3) ROWS
12d NAILS STAGGERED
@ 12" O.C. FOR 2X10
OR GREATER HEADER
(3) 16d COMMON
NAILS (TYP.)
2x4 SPF CONT.
BLOCKING ATTACH TO
7/16" OSB W/ (2) 8d
NAILS
7/16" OSB EACH SIDE,
W/ 6d NAILS @ 16" O.C.
TO SIDE & TOP NAILER
2x BUCKS,
10dx3"
10d x 3" OPP. SIDE
LNCE PER
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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BLDG DESIGN: ---
STRUCTURALENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
QC CHECK: CC
JOB No. PSQ-2171167
ISCALE: AS INDICATED
DATE: 07/19/17
C�
TRUSS PER PLAN
MASONRY WALL 0
LINTEL SEE PLAN
STD CONDITION @ CMU
2x4 #2 SYP P.T.
BLOCKING @ 24" O.C.
W/(2)12d END NAILS
@ EACH END
TRUSS PER PLAN
TRUSS PER PLAN
DTC CLIP, (2) 8d NAILS
INTO BLOCKING, (2)
3/16" x 2 3/4" TAPCONS
IN CMU. OR SIMPSON
META16 @ 24" O.C.
DTC CLIP, (2) 8d NAILS
"L — LAY 2x4 BLOCKING @
INTO BLOCKING, (2)
24" O.C. OVER THE
3/16" x 2 3/4" TAPCONS
LINTEL PER PLAN TOP OF THE BOTTOM
IN CMU. OR SIMPSON
CHORD. ATTACH W/ (2)
META16
10d NAILS @ EACH
PSPN516Z W/(12)16d
TRUSS @ 24" O.C.
NAILS TYP. TOP & BOT.
BEARING CONDITION @ CMU WALL
SIMPSON DTC, (2) 8d
2x4 BLOCKING (2) 12d
NAILS INTO BLOCKING,
NAILS, TOENAILED @
TRUSS PER PLAN (4) 8d NAILS TO TOP
EACH END.AT 24" O.C.
TOP PLATE WIDTH
PLATE
INSTALL SIMPSON
NAIL AT TOP PLATE USING (2) ROWS OF 8d NAILS @ 3"
PSPN516Z W/(12)16d
TRUSS PER PLAN
NAILS TYP. TOP & BOT.
TRUSS PER PLAN
O.C.
ATTACH 2x4 STUDS TO
(2) 10d NAILS @ 3" O.C.
TOP PLATE W/ (3) 12d
WITHIN 48" OF SPLICE
(2) 16d TOE NAILS
LEDGER
THEN (2) ROWS 10d
ALL LOCATION
NAILS @ 8" O.C.
X LL Z
2x4 SYP #2 BLOCKING,
BRACE TO
SPLICE, SEE SPLICE
2x8 STUDS ATTACHED PER
98„
(WF08/SD3)
@ 24" O.C. W/ (2) 12d
2x4 LEDGER W/ (2) 10d
ROOF
ATTACH 2x8 STUDS TO TOP
O
PLATE W/ (4) 12d TOE -NAILS
END NAILS @ EACH
NAILS @ EACH WEB
w
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PANELS
END.
WHEN CLOSURE WALL
@
PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO
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STD CONDITION @ FRAME WALL
TOENAILS EACH END.
ATTACH 2x4 LEDGER
W/ (3) 12d NAILS @
EACH STUD
(4)10d NAILS @ EA.
BLOCKING TO
MASONRY WALL OR
PLATE
LINTEL SEE PLAN
TRUSS PER PLAN TRUSS PER PLAN
VAULTED CONDITION @CMU
(2)10d NAILS TO
BOTTOM CHORD
@EACH END OF
BLOCKING
2x4 SYP #2 FLAT
(2)10d NAILS TO BLOCKING, @ 24" O.C.
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@EACH END OF @ EACH END.
BLOCKING
WALL SHEATHING PER
PLAN
2x WALL, SEE PLAN
�� ALTERNATE BLOCKING @ FRAME CONDITION
NVI-Ube NON-BEARING WALL CLIP DETAIL
LINTEL PER PL
3/4"=1'-0"
SEE TRUSS PLAN FOR
MORE INFO &
CONNECTION
2x12 BOX HDR w/ 2x8's
TOP & BOT., 2x8 TO
2x12 w/ 10d X 3" NAILS
@ 6" O.C. 2x12 AT
WALL TO PRECAST
LINTEL w/ (2)ROWS OF
1/4" x 4" TAPCONS @
16" O.C. MAX.
STAGGERED
TRANSOM BETWEEN
LINTELS
SLOPE AS REQ'D
2x6 #2 SYP P.T. CONT.
w/ (2) 1/4" x 3 1/2"
TAPCONS @ 12" O.C.
SPACED EVENLY
VERTICALLY
2x8 w/ (2) 10d NAILS @
POCKET SGD 3" O.C. TO EA. 2x6
ATTACHMENT BY VERTICAL
BUILDER
S01 HEADER @ POCKET SLIDER w/ TRANSOM
112"=T-01.
SEE TRUSS PL
MORE INFO &
CONNECTION
2x4 #2 SYP P.T.
TRUSS w/ (4) 1:
INTO TRUSS &
TOENAILS INTC
TRUSS
LINTEL PER PL
ROOF SHEATHING
PER PLAN
DTC CLIP, (2) 8d NAILS
INTO BLOCKING, (4) 8d
NAILS INTO TOP PLATE
DOUBLE TOP PLATE
EXTERIOR SHEATHING
ATTACH PER PLAN
FROM TOP OF WALL
TO BOTTOM
2x8 #2 SPF STUDS AT
16" O.C.
2x8 #2 SYP PT. BASE
PLATE W/ 1/2" x 8"
ANCHOR BOLT OR
TITEN HD @ 32" O.C. &
6" FROM EACH END
2x4 #2 SPF
BLOCKING @ 24" O.C.
w/ (2) 16d END NAILS
EACH END
2x8 #2 SPF VERTICAL
@ 24" O.C. w/ EXT.
SHEATHING PER
NAILING SCHEDULE &
(4) 12d NAILS EACH
TRUSS MEMBER
2x8 w/(2)10d NAILS @
EACH VERTICAL
TRANSOM BETWEEN
LINTELS
SLOPE AS REQ'D
2x6 #2 SYP P.T. CONT.
w/ (2) 1/4" x 3 1/2"
TAPCONS @ 12" O.C.
SPACED EVENLY
VERTICALLY
2x6
2x8 w/(2)10d NAILS @
POCKET SGD EACH VERTICAL
ATTACHMENT BY
BUILDER
SO2 HEADER @ POCKET SLIDER w/ TRANSOM
NOTE:
PLATE LENGTHS MUST BEAT
LEAST 8'-0" LONG. TYP.
TOP SPLICE @ -�
DOUBLE 2X4
TOP PLATE
ATTACH 2x4 STUDS TO
TOP PLATE W/ (3) 12d
TOE -NAILS TYPICAL AT
ALL LOCATION
BOTTOM SPLICE OVER
STUD
PIPE OR DUCT W/
(2) 10d NAILS @ 3" O.C.
/— PENETRATION OF
WITHIN 48" OF SPLICE
MORE THAN 50% OF
THEN (2) ROWS 10d NAILS
TOP PLATE WIDTH
@ 8" O.C. OTHERWISE
INSTALL SIMPSON
NAIL AT TOP PLATE USING (2) ROWS OF 8d NAILS @ 3"
PSPN516Z W/(12)16d
m
NAILS TYP. TOP & BOT.
N
O.C.
ATTACH 2x4 STUDS TO
(2) 10d NAILS @ 3" O.C.
TOP PLATE W/ (3) 12d
WITHIN 48" OF SPLICE
TOE -NAILS TYPICAL AT
THEN (2) ROWS 10d
ALL LOCATION
NAILS @ 8" O.C.
X LL Z
OTHERWISE
2x4 WALL BEYOND AGAINST
SPLICE, SEE SPLICE
2x8 STUDS ATTACHED PER
98„
(WF08/SD3)
U.N.O. ON PLANS
DETAIL. MAX 1/8",
ROOF
ATTACH 2x8 STUDS TO TOP
O
PLATE W/ (4) 12d TOE -NAILS
SPACE BETWEEN
TYPICAL AT ALL LOCATION
FO TYPICAL TOP PLATE SPLICE @ BRG. WALL
3/4"=1'-0"
2x DBL TOP PLATE
BEYOND 7
2
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II I I II II II
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III I _L I— - 1I - L—fir —
III III II II II�
111 III II II I
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PROVIDE 2x4 ON TOP ASSEMBLED WALL PANEL W/ (2)
OF 2x8 TO PAD OUT 10d NAILS @ 8" O.C. (FOLLOW
TOP PLATE. ATTACH NAILING REQUIREMENTS THIS
W/ (2) 10d NAILS 3" O.C. DETAIL FOR ALL TOP PLATE
(SOLID BLOCK W/ 2x6) SPLICE LOCATIONS) /
TOP SPLICE
DOUBLE 2x8 TOP
PLATE
TOP PLATE TRANSITION (2X4 TO 2X8 WALLS)
7/16 EXP 1 PLYWOOD / O.S.B.
UPLIFT RESISTANCE: NO OTHER
REQ'D. EXCEPT AS NOTED ON
TO BE USED AS
FASTENERS1O
PLANS.
z
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AND AT FLOOR TRUSS TOP & BOT.PLATES USING (1)
ROW OF 8d COMMON NAILS @ 3" O.C.
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SHEATHING PER
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X LL Z
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���� SHEATHING DIAGRAM
NVt-1(J� EXTERIOR SHEATHING SCHEDULE
MERITAGE SCALE: 3/4"=1'0"
2x4 #2 SPF
BLOCKING @ 24" O.C.
w/ (2) 16d END NAILS
EACH END
SEE WALL CLIP DETAIL H
FOR MORE INFO
✓ �—
2x8 #2 SPF VERTICAL
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2x4 #2 SPF
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SEE WALL CLIP DETAIL H
FOR MORE INFO
✓ �—
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LINTEL PER PLAN
@ 24" O.C. w/ EXT.
(2) 1/4" X 4%" SIMPS.
SHEATHING PER
SDS SCREWS @ 16"
7w/
NAILING SCHEDULE &
O.C. MAX.;
(4) 12d NAILS EACH
TO GABLE END STUDS
TRUSS MEMBER
(2) 1/4" X 3'/z' SIMPS.
2x8 w/ (2) 10d NAILS @
POCKET SGD
EACH VERTICAL
ATTACHMENT BY
BUILDER
FASCIA PER
S03 HEADER @ POCKET SLIDER
COMMUNITY SPECS
NOTE:
7/16 EXP 1 PLYWOOD / O.S.B. TO BE USED AS UPLIFT
RESISTANCE: NO OTHER FASTENERS REQ'D. EXCEPT
AS NOTED ON PLANS.
SHEATHING SPLICE NOTE: SAME THICKNESS AND
STRENGTH AXIS ORIENTATION AS WALL SHEATHING IS
REQUIRED BETWEEN STUDS.
EXTERIOR SHEATHING TO BE HELD UP 1/8" THUS NOT
TO BEAR ON MASONRY OR CONCRETE UNLESS FELT
PAPER IS PRESENT. 1/8" GAP BETWEEN SHEETS OF
PLYWOOD SHOULD BE MAINTAINED
SEE TRUSS PLAN FOR
MORE INFO &
CONNECTION 1--
LINTEL PER PLAN
1/2"
OVERLAP TOP PLATE
AT CORNER
NAIL BOTTOM PLATE
TO EACH PLY OF
BUILT UP COLUMN
BELOW W/ (2) 10d
NAILS
TOP PLATE CORNER TRANSITION
SHEATHING PER PLAN
'A'= NAIL SPACING
1/2"
— 1/2"
DOUBLE NAIL EDGE SPACING
EXTERIOR SHEATHING
STUD
SHEATHING SPLICE,
BETWEEN EXTERIOR
SHEATHING & GYPSUM WALLBOARD
BLOCKING
JOINT, MAX. 1/8" GAP
NAILING PER
SCHEDULE
2x4 BLOCKING PLACED
FLATWISE (2) 16d
NAILS EACH END
SHEATHING SPLICE DETAIL
NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE NAILS. IF
NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF SHEATHING IS TO BE
REMOVED AND REPLACED. IF MORE THAN 50% OF THE SHEATHING IS
OVERDRIVEN, CONTACT EOR FOR REVIEW OF EXTERIOR STUDS
2x8 TO UNDER SIDE OF
ROOF SHEATHING
2x8 #2 SPF VERTICAL
@ 24" O.C. w/ EXT.
SHEATHING PER
NAILING SCHEDULE &
(4) 12d NAILS EACH
TRUSS MEMBER (TOP
AND BOTTOM CHORDS
ALONG W/ WEBBING)
�— 2x8 wl (2) 10d NAILS @
POCKET SGD EACH VERTICAL
ATTACHMENT BY
BUILDER
SO4 HEADER @ POCKET SLIDER
2x6 SYP #2 LEDGER. TO STUDS w/ (2) 1/4" X
4%" SIMPS. SDS SCREWS @ 16" O.C. MAX.;
TO GABLE END STUDS w/ (2) 1/4" X 3%'
SIMPS. SDS SCREWS @ 16" O.C. MAX.;
TO MASONRY w/ 2x6 PT SYP #2 LEDGER w/ (2)
EXTERIOR WALL[TRUSS 1/4" x 2 3/4" TAPCONS AT 12" O.C.
USE (3) SCREWS/TAPCONS FOR ALL
CONDITIONS @ TILE ROOF
12
SEE PLAN
2x4 SYP #2 LEDGER.
ouwrwN its cur
TO STUDS OR BEAM w/
SHEATHING PER PLAN
(2) 1/4" X 4%" SIMPS.
SDS SCREWS @ 16"
7w/
(4) 10d NAILS FOR
O.C. MAX.;
CONV. FRAMED
TO GABLE END STUDS
MEMBERS ONLY
(2) 1/4" X 3'/z' SIMPS.
SDS SCREWS @ 16" 4'-0" MAX.
O.C. MAX.;
TO MASONRY w/ 2x4 PT
FASCIA PER
SYP #2 LEDGER w/ 1/4"
COMMUNITY SPECS
x 2 3/4" TAPCONS @12"
O.C.
USE (3) SCREWS/
2x4 SYP #2 OR
TAPCONS FOR ALL
PRE-ENGINEERED
CONDITIONS @ TILE
ROOF TRUSSES @ 24"
ROOF
O.C. MAX.
DESIGNED FORSHINGLE
SIMPSON H3 CLIP
ONLY
SD01 TYPICAL SHED ROOF DETAIL
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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BLDG DESIGN: ---
STRUCTURAL ENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
QC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
DATE: 07/19/17
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 k
�— DBL. TOP PLATE
SEE ARCHITECTURAL
PLAN FOR OVERHANG HDR. \\_
PER PLAN
INFO
SEE FOUNDATION
DETAILS FOR FTG INFO
fi_S_0,TYPICAL TWO STORY SECTION
MIN 2x4 SPF #2 STUDS
WINDOW AS
@ 16" O.C. SEE PLAN
SCHEDULED
FOR MORE INFO.
EXTERIOR FINISH PER
INT. FINISH PER PLAN
PLAN
FLOOR TRUSS PER
LINTEL AS PER PLAN
/ 2x BOTTOM PLATE w/
MID -SPAN BLOCKING
(2) 12d AT 12" O.C.
U.N.O.
TOENAILS EACH END
WD. HD. HT.
3/4" FLOOR SHEATHING
INSULATION PER PLAN
ATTACHED PER
SEE DETAILS WS10,
NAILING SCHEDULE
WS11 OR WS13 FOR
FLOOR TRUSSES SEE
ADDITIONAL
PLAN FOR DEPTH AND
INFORMATION THIS
DIRECTION
SHEETtH
16" O.C. TOP AND
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF
NO MOISTURE
PRECAST CONC. OR
BARRIER (FELT PAPER
OR SIM) IS PROVIDED
i, BEARING
/
SEE FOUNDATION
DETAILS FOR FTG INFO
fi_S_0,TYPICAL TWO STORY SECTION
LINTEL AS PER PLAN
W
FLOOR SYSTEM DRAFT
3/4" FLOOR SHEATHING
SHEATHING PER
STOPPING AT 1000 SQ
DETAIL WF10/SD4
NAILING SCHEDULE
FT MAX: DRAFT
FLOOR TRUSS PER
LINTEL AS PER PLAN
STOPPING MATERIALS
FRAMING PLAN FOR
@ 48" O.C. W/ (2) 12d
MIN THICKNESS SHALL
TOENAILS EACH END
WD. HD. HT.
BE 1/2" GYP BOARD OR
TO VERIFY SIZE
OIL
SEE PLAN
15/32" OR 7/16" OSB.
AGAINST TRUSS
(2) 12d @ 12" O.C.
ATTACH TO FLOOR
3", THEN RUN DOWN
W/ (3) 12d NAILS EACH
TRUSS w/ 8d NAILS AT
END
TRUSS OR FIELD
16" O.C. TOP AND
FRAME 2x4 KNEE
PRECAST CONC. OR
BOTTOM CHORDS
SYS. 42 FLOOR
POWERS STEEL SILL
TRUSSES @ 24" O.C.
EACH END SEE
TYP. @ ALL WINDOWS
CONNECTOR
1/2" GYP. CLG BD OR
EXT FINISH PER PLAN
(2) 5/8" TYPE "X" WHEN
CONNECTION
VERT REINF. BEYOND
(1) ROWS Ed NAILS @
MASONRY WALL PER
MASONRY WALL PER
PLAN
I' SHEATHING TO
PLAN
BOTTOM PLATE
TRUSSES TO BE P.T. IF
1/8" GAP BETWEEN
fit.; CONC. SLAB -
SHEATHING & CMU
BARRIER (FELT PAPER
SEE FOUNDATION
OR SIM) IS PROVIDED
KNEEWALL
�.. PLAN FOR MORE INFO
NAILS @ 8" O.C. THEN
FIN. FLR.
0'-0"
V.
STUDS @ 16" O.C.
7-
..�!
ATTACH SILL w/ (2) 10d
GRADE
SILL PLATE w/ (2) 10d
SEE FOUNDATION
DETAILS FOR FTG INFO
fi_S_0,TYPICAL TWO STORY SECTION
3/4"=1'-0"
3/4" FLOOR SHEATHING
SHEATHING PER
ATTACHED PER
DETAIL WF10/SD4
NAILING SCHEDULE
EPDXY
FLOOR TRUSS PER
2x STUDS, SEE
2x4 #2 SYP BLOCKING
FRAMING PLAN FOR
@ 48" O.C. W/ (2) 12d
SPACING AND GRADE
TOENAILS EACH END
AND SEE ARCH PLAN
MORE INFO
TO VERIFY SIZE
2x4 #2 SYP ANGLE
2x BOTTOM PLATE W/
AGAINST TRUSS
(2) 12d @ 12" O.C.
VERTICAL @ 48" O.C.
3", THEN RUN DOWN
W/ (3) 12d NAILS EACH
PRE -ENG FLOOR
END
TRUSS OR FIELD
HEADER - SEE 2ND
FRAME 2x4 KNEE
WALL, STUDS @ 16"
SYS. 42 FLOOR
O.C. W/ (2) 16d NAILS @
TRUSSES @ 24" O.C.
EACH END SEE
(MAX)
CONNECTOR
1/2" GYP. CLG BD OR
SCHEDULE FOR
(2) 5/8" TYPE "X" WHEN
CONNECTION
IN GARAGE
(1) ROWS Ed NAILS @
MASONRY WALL PER
3" O.C. WALL
PLAN
I' SHEATHING TO
NOTE: ALL FLOOR
BOTTOM PLATE
TRUSSES TO BE P.T. IF
1/8" GAP BETWEEN
NO MOISTURE
SHEATHING & CMU
BARRIER (FELT PAPER
2x4 PT SILL PLT. IF
OR SIM) IS PROVIDED
KNEEWALL
NVS1TWO STORY PARALLEL FLOOR CONNECTION
3/4"=1'-0"
PRE-ENGINEERED
ROOF TRUSSES AT 24"
O.C.
TYPICAL TRUSS TO
FRAME CONNECTION.
SEE STANDARD
CONNECTOR NOTES
REFER TO PLAN FOR
BUILT-UP COLUMN
INFO.
PRE -ENG. FLOOR
SYSTEM - IF NO FLOOR
SYSTEM INSTALL
KNEEWALL & PROVIDE
SOLID BLOCKING
UNDER COLUMN
ABOVE
BAND JOIST & BLKG
OR LVL GIRDER
MSTC40 POST ABV. TO
POST BELOW U.N.O.
PROVIDE SOLID
BLOCKING WITHIN FLR.
SYSTEM TO MATCH
COL. DIMENSION
REFER TO PLAN FOR
BUILT-UP COLUMN
INFO.
BEARING WALL PER
PLAN BEYOND
COLUMNS
MID -HEIGHT BLOCKING
PER BEARING WALL
SCHEDULE
COLUMN BASE
CONNECTION PER
PLAN
REFER TO
FOUNDATION PLAN
FOR FTG.
INFORMATION
S\ TYPICAL TWO STORY COL. @ GIRDER
NOTE:
STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY
REQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHEN
THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO
BOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW
(ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE
LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO
TRANSFER LATERAL LOADS
SIMPSON LSTA30 —
STRAP (MAX 10°
ANGLE) W/ (22) 10d
NAILS. BEND STRAP
OVER TOP PLATE MIN.
3", THEN RUN DOWN
FACE OF JAMB STUDS/
HEADER
EXTERIOR SHEATHING
FROM TOP OF WALL
TO BOT. RIBBON, NAIL
PER PLAN
(2) 2x SILL AT WINDOW
w/ 2x CRIPPLE STUDS
AT EA. END NAILED TO
STUD PACKw/ 10d
NAILS @ 8" O.C. THEN
STUDS @ 10' O.C.
ATTACH SILL w/ (2) 10d
TOE NAILS AT EA. END
OF SILL (MAX OPEN'G
WIDTH 4'-0"). USE A35
CLIP AT EA. END FOR
OPENINGS GREATER
THAN 4' BUT LESS
THAN 6'
SIMPSON LSTA30w/ -
(11) 10d TO STUDS
ABOVE PLATE U.N.O.
HEADER
SIMPSON SP4 w/ (6) 10d
x1-1/2" @ 24" O.C. (USE
SP6 @ 2x6 STUDS &
SP8 @ 2x8 STUDS)
(2) 2x SPF TOP PLATE
U.N.O. ON PLAN
HEADER-SEE2ND
FLOOR PLAN FOR MIN:
HEADER SIZE & REQ'D
JAMB STUDS
IF HEADER IS UPSET
AND WINDOW IS
LOWER: (1) 2x SILL
PLATE w/ (2) 10d
TOENAILS. EXT.
HEADER OPENINGS
LESS THAN 4FT:(1) 2x
SILL PLATE w/ (2) 10d
TOENAILS. OPENING
LARGER THAN 4FT: (2)
2x SILL PLATE w/ A35
CLIPS EACH SIDE w/2x
CRIPPLES @ 16" O.C.
w/ (2) 10d TOENAILS
T&B (PLYWOOD
SHEATHING REQ'D
T&B)
SEE FRAMING PLAN
FOR FLOOR
CONNECTION
FLOOR GRIDER OR
BEAM
fi_S_0,HEADER CONNECTION @ 2nd FLOOR HIGH BM
3/4"=1'-0"
NOTE: ALL FLOOR
TRUSSES TO BE P.T. I
NO MOISTURE
BARRIER (FELT PAPEI
OR SIM) IS PROVIDED
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
SIMP. HTT4
w/(18) 16d x 212'' NAILS
TO POST (U.N.O. ON
PRE-ENGINEERED
ROOF TRUSS - SEE
FRAMING PLAN FOR
LOCATION & SPACING
STRUCTURAL COL PER
PLAN FOR SIZE AND
REQ'D # OF STUDS
DOUBLE 2x TOP PLATE
2x BOTTOM PLATE
3/4" FLOOR SHEATHING
ATTACHED PER
NAILING SCHEDULE
FRAMING PLAN) & e'
ALL THREAD w/7" MIN.
M
„o
EMBEDMENT INTO TIE
NOTE: ALL FLOOR
BEAM USING SIMP. SET
I'
FG<4
EPDXY
FLOOR TRUSS PER
MASONRY OR FRAME
PLAN
PROVIDE SOLID
BARRIER (FELT PAPER
BLOCKING BELOW
SEE DETAIL WS11 FOR
COL. EVEN WITHIN
MORE INFO
FLOOR TRUSS
MASONRY WALL SEE
(2) 2x SPF TOP PLATE
PLAN FOR MORE INFO
NVSU4\ TYPICAL GIRDER COL. CONNECTION
3/4"=1'-0"
2x 2ND FLOOR STUDS
SEE PLAN FOR MORE
SEE FLOOR FRAMI
PLAN FOR FLOOR
SYSTEM INFO.
(2) SIMPSON LSTA18
STRAPS CENTERED @
FLOOR w/ (14) 10d
NAILS `
(2) SIMPSON HETA16/20
FLOOR TRUSS TO
MASONRY WALL
EXT. SHEATHING
FLUSH W/ FACE OF
MASONRY ATTACHED
PER NAILING
SCHEDULE; PROVIDE
1/8" GAPBETWEEN
SHEATHING AND
TRUSS STRAP - SEE
FRAMING PLAN FOR
CONNECTIONS
(1) SIMPSON LSTA30
STRAP W/ (11) 10d TO
STUDS ABOVE PLATE
U.N.O.
PRE-ENGINEERED
ROOF TRUSS - SEE
FRAMING PLAN FOR
LOCATION & SPACING
STRUCTURAL COL PER
PLAN FOR SIZE AND
REQ'D # OF STUDS
DOUBLE 2x TOP PLATE
2x BOTTOM PLATE
3/4" FLOOR SHEATHING
ATTACHED PER
NAILING SCHEDULE
:LOOR TRUSS SEE
:RAMING PLAN FOR
:ONNECTION INFO..
FLOOR GIRDER OR
BEAM; SEE PLAN
fi
SO TYPICAL GIRDER COL. @ HIGH BEAM
3/4"=1'-0"
(2) SIMPSON LSTA18
STRAPS CENTERED Cc
FLOOR W/ (14) 10d
NAILS
ATTACH 2x STUDS W/
(2) 16d NAILS @ 6" O.0
(2) SIMPSON LSTA'
STRAPS CENTEREI
FLOOR W/ (14) 10d
NAILS
(3) 2x STUD PACK
ATTACH PER NAILI
SCHEDULE
ATTACH 2x STUDS
(2) 16d NAILS @ 6"
MASONRY NOTE: IF WOOD WALL OR BEAM BELOW USE
MASONRY WALL PER SIMPSON MSTC40 W/ (36) 16d SINKERS. IF FLOOR
SYSTEM IS 18" TO 36" DI
PLANS� SINKERS AND (14) %4"X2,
NVSO 2nd FLOOR CORNER FRAMING ATTACHMENT
3/4"=1'-0"
3/4" FLOOR SHEATHING SHEATHING PER
ATTACHED PER DETAIL WF10/SD4
NAILING SCHEDULE
2x STUDS , SEE
FRAMING PLAN FOR
SPACING AND GRADE
SYS. 42 FLOOR AND SEE ARCH PLAN
TRUSSES @ 24" O.C. TO VERIFY SIZE
(MAX) 2x BOTTOM PLATE W/
(2) 12d @ 12" O.C.
2x SYP #2 RIBBON (MIN
2x4) TO TRUSS w/ (4)
16d NAILS; BOTTOM
RIBBON TO BE PT IF
BRG DIRECTLY ON
CMU
1/2" GYP. CLG BD OR (2) ROWS 8d NAILS @
(2) 5/8" TYPE "X" WHEN 3" O.C. WALL
IN GARAGE I SHEATHING TO
MASONRY WALL PER - BOTTOM RIBBON
PLAN
1/8" GAP BETWEEN
NOTE: ALL FLOOR SHEATHING & CMU
TRUSSES TO BE P.T. IF
NO MOISTURE
BARRIER (FELT PAPER SEE CONNECTION
OR SIM) IS PROVIDED SCHEDULE
6511\ TWO STORY PERP. FLOOR CONNECTION
3/4"=1'-0"
(3) 2x STUDS
(4) 2x STUDS
STANDARD CORNER A -A
a4 �LVVIt Jf"iCHI
ATTACHED PER
NAILING SCHEDULI
UNDER WINDOWS,
GIRDERS: BLOCK
SOLID BETWEEN
RIBBONS w/ SIMPS
A35 EA. END
2x BLOCKING FOR
SHEATHING/ DRYVN
ATTACHMENT w/ (2
TOENAILS EA. END
SHEATHING PER PLAN
ATTACH PER NAILING
SCHEDULE
2x STUDS , SEE
FRAMING PLAN FOR
SPACING AND GRADE
AND SEE ARCH PLAN
TO VERIFY SIZE
2x BOTTOM PLATE W/
(2) 12d @ 12" O.C.
2x SYP #2 RIBBON (MIN
2x4) TO TRUSS w/ (4)
16d NAILS; BOTTOM
RIBBON TO BE PT IF
BRG DIRECTLY ON
CMU
(2) ROWS 8d NAILS @
3" O.C. TYP. WALL
SHEATHING TO EA.
RIBBON
SIMPSON HETA16 AT
MASONRY OR MTS12
M
„o
AT WOOD FRAME
:7CANTILEVER
NOTE: ALL FLOOR
WALL
FG<4
x1-1/2" @ 24" O.C. (USE
TRUSSES TO BE P.T. IF
MASONRY OR FRAME
NO MOISTURE
WALL PER PLAN
BARRIER (FELT PAPER
SP8 @ 2x8 STUDS)
OR SIM) IS PROVIDED
����:3
AS1� CANTILEVERED FLOOR TRUSS CONNECTION
3/4"=1'-0"
NOTE:
STRAPS AND BASE CONNECTIONS CALLED OUT W/IN THIS DETAIL ARE ONLY
REQ'D WHEN INDICATED AS SUCH ON THE STRUCTURAL PLANS OR WHEN
THE STRUCTURAL SHEATHING IS NOT CONT. FROM TOP OF WALL TO
BOTTOM OF FLOOR SYSTEM AND WHEN 3 OR MORE WINDOWS ARE IN A ROW
(ONLY JAMB STUDS BETWEEN WINDOWS) CENTER WINDOWS MUST HAVE
LSTA30 STRAPS TOP AND BOTTOM AND EACH SIDE OF OPENING TO
TRANSFER LATERAL LOADS
�— SOLID SHEATHING @
NOTE: ALL FLOOR
HEADER
M
„o
NO MOISTURE
SIMPSON SP4 w/ (6) 10d
BARRIER (FELT PAPER
FG<4
x1-1/2" @ 24" O.C. (USE
SIMPSON LSTA30
HEFT
SP6 @ 2x6 STUDS &
STRAP (MAX 10°
FOR FLOOR
SP8 @ 2x8 STUDS)
ANGLE) W/ (22) 10d
ON FLOOR FRAMING. INDICATED BASE STRAP
PROVIDE BLOCKING
NAILS. BEND STRAP
BELOW JAMBS
(2) 2x SPF TOP PLATE
OVER TOP PLATE MIN.
ON BOTH SIDES OF THE WALL
U.N.O. ON PLAN
3", THEN RUN DOWN
FACE OF JAMB STUDS/
HEADER - SEE 2ND
HEADER
FLOOR PLAN FOR MIN.
EXTERIOR SHEATHING
HEADER SIZE & REQ'D
FROM TOP OF WALL
JAMB STUDS
TO BOT. RIBBON, NAIL
PER PLAN
IF HEADER IS UPSET
(2) 2x SILL AT WINDOW
AND WINDOW IS
w/ 2x CRIPPLE STUDS
LOWER: (1) 2x SILL
AT EA. END NAILED TO
PLATE w/ (2) 10d
STUD PACKw/ 10d
TOENAILS. EXT.
NAILS @ 8" O.C. THEN
HEADER OPENINGS
STUDS @ 16" O.C.
LESS THAN 4FT:(1) 2x
ATTACH SILL w/ (2) 10d
SILL PLATE w/ (2) 10d
TOE NAILS AT EA. END
TOENAILS. OPENING
OF SILL (MAX OPEN'G
LARGER THAN 4FT: (2)
WIDTH 4'-0"). USE A35
2x SILL PLATE w/ A35
CLIP AT EA. END FOR
CLIPS EACH SIDE w/ 2x
OPENINGS GREATER
CRIPPLES @ 16" O.C.
THAN 4' BUT LESS
w/ (2) 10d TOENAILS
THAN 6'
T&B (PLYWOOD
SHEATHING REQ'D
SIMP. HTT4
T&B)
w/(18) 10d x 22' NAILS
TO POST (U.N.O. ON
SEPARATE SHEATHING
UNDER WINDOW
FRAMING PLAN) & e'
ALL THREAD w/7" MIN.
EMBEDMENT INTO TIE
BEAM USING SIMP. SET
EPDXY
/
\
i
A
2x TOP & BOT.
\ G RIBBONS, CONT.
NOTE: ALL FLOOR
TRUSSES TO BE P.T. IF
M
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NO MOISTURE
BARRIER (FELT PAPER
OR SIM) IS PROVIDED
S,�
%y����. � Z
O p;
IF FLOOR SYS. NOT PRESENT PER FLOOR
SEE FRAMING PLAN
FRAMING PLAN, 2nd FLR STUDS TO BEAR ON
FOR FLOOR
CMU WALL BELOW PER DETAIL INCDICATED
CONNECTION
ON FLOOR FRAMING. INDICATED BASE STRAP
PROVIDE BLOCKING
REQ'D ON EITHER SIDE OF WALL. IF WF02/
BELOW JAMBS
SD6 IS INDICATED, BASE STRAPS ARE REQ'D
MASONRY WALL SEE
ON BOTH SIDES OF THE WALL
PLAN FOR MORE INFO
fi—so*HEADER CONNECTION @ 2nd FLOOR
GIRDER TRUS
PLAN
(2)2x4 SYP#2
BLOCKING BE
EA. TRUSS. Al
EACH END TO
USING (4)16d
TOE -NAILS
SEE TRUSS L/
FOR HANGER
3/4"=1'-0"
SHEATHING PER PLAN
ATTACH PER NAILING
SCHEDULE,
CONTINUOUS FROM
TOP OF TOP PLATE TO
BOTTOM PLATE.
BEARING WALL PER
PLAN
BOTTOM PLATE
ATTACH TO EACH
TRUSS/BLOCKING
BELOW USING 4'x5"
SDS SCREWS @ 6" O.C.
— TRUSS PER PLAN
S1 FLOOR TRUSS TO GIRDER CONNECTION
3/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited
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QC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
DATE: 07/19/17
SD5
(2) 2x SYP #2 COLUN
ON EITHER SIDE OF
GIRDER, PROVIDE
SUFFICIENT ROOM
FOR GIRDER HANG[
FLANGE. ATTACH
LEDGER TO EA.
COLUMN w/ (4) 1/4")
3-1/2" (8 TOTAL)
SIMPSON SDS
SCREWS
PLAN F
IMPSON H2.5 EA.
RUSS
� PLAN
D01 LEDGER AT GIRDER
1-1/2"=1'-0"
ALIGN 2ND FLO
STUDS w/ 1ST F
STUDS
(2) 2x SPF#2 BAS
PLATE. ATTACH
W/ (2) 16d NAILS
TRUSS, THEN Al
2ND PLY W/ (2) 1
@ 12" O.C.
SIMPSON CS18 P
W F 16/SD6
(2) 2x TOP PLATE
SEE PLAN FOR
BEARING WALL
REQUIREMENTS
EXT. SHEATHING FROM
TOP OF WALL TO DBL
BOTTOM PLATE. IF
SHEATHING IS NOT
CONT. ADD BLOCKING
@ SHEATHING SPLICE
W/ (3) 10d TOENAILS
EA. END. SIMPS. SP4
@ TOP REQ'D
ROOF SHEATHING
ATTACH PER NAILING
SCHEDULE
2x4 SYP#2 BLOCKING
W/ (2) 10d TOE NAILS
LOW ROOF TRUSS W/
16" TALL RAISED HEEL
BOTTOM CHORD
EXTENSION
- L+ -L SEE FRAMING PLAN
FOR CONNECTION
F2 SECTION @ 2 -STORY BRG.
3/4"=1'-0"
SHEATHING CONT. TO
2x4 BLOCKS, (2) 16d
2nd STORY WALL
NAILS @ EA. END.
BOTTOM PLATE
BLOCKADJACENT
ATTACH PER NAILING
BAYS @ EA. DIAL. AS
SCHEDULE
SHOWN. FASTEN ROOF
2x4 NAILER W/ (2)
ROOF SHEATHING —
PLAN FOR MORE INFO.
SHEATHING TO
10d NAILS @ 16" O.C.
SCHEDULE
MSTAM24 EA. SIDE OF
BLOCKS W/ 8d NAILS @
2x4 STUDS @ 16" O.C.
TRUSS PER PLAN
— 2x6 #2 SYP CONT.
ALL THREAD ROD W/ T'
LEDGER W/ (2) %4'x3-1/2"
X
1/2" GYP. BOARD
16" O.C. MAX. & 3"
PLATE, SP8 TOP AND
FROM EA. END - USE
(5) 16d NAILS BRACE
(3) SCREWS FOR 24" I
2x4 BRACE TO EA.
O.C.
LUS26-2 FOR 2PLY
EACH END
TO4BKING
C.M.U. WALL PER PLAN
ADJACENT DIAGONAL,
—
MIN. (4) 16d NAILS TO
INFO. IF WALL
EACH STUD (AT EACH
4
NAILS. UNDER
FASTEN TO DIAL. W/
2x8 #2 SYP P.T. SILL
WINDOW JAMBS USE
REQ'D FROM STUDS TO
(2) 2x6 w/ HUC26-2.
MORE INFO.
(2) 16d NAILS
PLAN
LOW ROOF TRUSS SEE
MASONRY (SHOWN)
TRUSS PLAN FOR
OR WOOD WALL PER
SIMPSON H10A @ EA.
PLAN
fi—si'SECTION @ RAISED HEEL TRUSS
ROOF SHEATHING
@ 24" O.C. TO FLOOR
(2) 2x BASE PLATE w/
DIAGONAL BRACE
NAILING SCHEDULE
& SPI @ BASE. LSTA18 OR MTS12
(2) 12d NAILS @ 12'•
ILS @ 1N
TRUSSES PER
O.C. USE
O.C. U E SIMPSON
IS CONT. BRG ON TRUSS STRAP
LSTA1TO
MTSSTUDS
w/ LSTA18 @ 16" O.C. TO
BLOCKING BELOW.
PLAN
NOT REQ'D IF STUD IS
ALL THREAD ROD
CONNECTED w! MTS12
3/4" FLOOR SHEATHING ATTACHED
OR LSTA18
PER NAILING SCHEDULE
2x BLOCKING W/(2) 12d-4FLOOR
TOENAILS EACH END
@ 48" O.C.; SEE
OVERLAP BOTTOM
JAMB STUD CONDITION
WALL BRACING @ 48"
PLATE 1 1/4" (MIN.)
FOUNDATION DETAILS
FOR TRUSS LOCATION
1x PT NAILER AS REQ'D
O.C. MAX. 45° FROM
FOR CONNECTION @
=SIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these
FURRING AND
HORIZONTAL (+/- 10°)
X
BASE
° '
CONT. #5 IN TIE BEAM
BRACE NOT REQUIRED
2x4 BOTTOM PLATE,
PLAN
U FROM EAVES.
CONNECT TO DOUBLE
EXT. FINISH PER
2x LEDGER TO UPPER
TOP PLATE W/ 16d
ARCHS
FO WALL SPLICE
FLOOR WALL W/
AILS @ 6" O.C.
NAILS
1-1/2"=1'-0"
1/4" X 3-1/2" SIMPSON
SDS SCREW @ 16" O.C.
2x4 TOP PLATE
O.S.B. TO OVERLAP
2x BEARING WALL W/
BOTTOM PLATE 1 1/4"
ROOF LOAD
(MIN.)
F1 BRACING @ 2 STORY FRAME WALL
COPYRIGHT MCD 2015: The information contained in this do
LCESS LEDGER IP
RUSS. VERIFY W/
RUSS SHOP
(DRAWINGS— —
SIDE OF G T USE
EXTERIOR SHEATHING
EXT. SHEATHING
FROM TOP OF WALL
SP2 @ TOP & SPI 9 BASE.
TO BOTTOM OF SILL
W/ MIN. 7" EMBED. @ 6"
PLATE ATTACH PER
—
NAILING SCHEDULE
EMBEDMENT & 6"
ROOF SHEATHING —
PLAN FOR MORE INFO.
ATTACH PER NAILING
12d NAILS @ 12" O.C.
SCHEDULE
MSTAM24 EA. SIDE OF
PRE-ENGINEERED —
2x4 BLOCKING
TRUSS PER PLAN
— 2x6 #2 SYP CONT.
ALL THREAD ROD W/ T'
LEDGER W/ (2) %4'x3-1/2"
BETWEEN STUDS W/
SDS WOOD SCREWS @ _
16" O.C. MAX. & 3"
PLATE, SP8 TOP AND
FROM EA. END - USE
(2) 12d TOE NAILS
(3) SCREWS FOR 24" I
SIMPSON LUS26. USE
O.C.
LUS26-2 FOR 2PLY
EACH END
TRUSS
C.M.U. WALL PER PLAN
2x8 SYP #2 LEDGER W
—
MIN. (4) 16d NAILS TO
INFO. IF WALL
EACH STUD (AT EACH
4
OPT. TRUSS RECESS LEDGER 16d NAILS) ( )
D03 LEDGER @ OPEN TO BELOW
3/4"=1'-0"
2x8 #2 SYP P.T. SILL
PRE ENGINEERED
EXT. SHEATHING
2x8 MIN. SPF #2 @ 16"
SP2 @ TOP & SPI 9 BASE.
2x BLOCKING W/ (2) 12d
W/ MIN. 7" EMBED. @ 6"
ATTACH PER NAILING
O.C. - SEE FRAMING
FROM EACH END & @
EMBEDMENT & 6"
SCHEDULE
PLAN FOR MORE INFO.
X
12d NAILS @ 12" O.C.
WASHER. ALTERNATE
MSTAM24 EA. SIDE OF
3/4" FLOOR SHEATHING
2x4 BLOCKING
CONNECTION: USE 1/2"
IF SHEATHING IS NOT
ALL THREAD ROD W/ T'
MASONRY WALL PER
BETWEEN STUDS W/
MIN. EMBED USING
N''
PLATE, SP8 TOP AND
SIMPSON SET -XP
(2) 12d TOE NAILS
BOTTOM ARE REQ'D
EPDXY @ 6" FROM
S1 SECTION @ COMBO TRUSS
3/4" TAPCONS PER
EACH END
EACH END & @ 32" O.C.
C.M.U. WALL PER PLAN
MAX W/ WASHER
USE (4) 10d & (2) 10d
2x STUDS SEE PLAN
INFO. IF WALL
SEE PLAN
NAILS. UNDER
SEE LD02/SD2 FOR
2x8 #2 SYP P.T. SILL
WINDOW JAMBS USE
REQ'D FROM STUDS TO
(2) 2x6 w/ HUC26-2.
MORE INFO.
2x8 #2 SYP P.T. SILL
PRE ENGINEERED
22xx BRAG WALL W/ S!MPSON
PLATE W/ 1/2" J -BOLT
SP2 @ TOP & SPI 9 BASE.
2x BLOCKING W/ (2) 12d
W/ MIN. 7" EMBED. @ 6"
SEE ARCHS FOR ROOF
TOENAILS EACH END
FROM EACH END & @
EMBEDMENT & 6"
2x BASE PLATE W/ (2)
32" O.C. MAX W/
TRUSS ANCHOR (SEE
12d NAILS @ 12" O.C.
WASHER. ALTERNATE
MSTAM24 EA. SIDE OF
3/4" FLOOR SHEATHING
SCHEDULE
CONNECTION: USE 1/2"
IF SHEATHING IS NOT
ALL THREAD ROD W/ T'
MASONRY WALL PER
CONTINUOUS TO BASE
MIN. EMBED USING
N''
PLATE, SP8 TOP AND
SIMPSON SET -XP
OR WOOD WALL PER
BOTTOM ARE REQ'D
EPDXY @ 6" FROM
S1 SECTION @ COMBO TRUSS
3/4" TAPCONS PER
HUC24-2 EACH END,
EACH END & @ 32" O.C.
C.M.U. WALL PER PLAN
MAX W/ WASHER
USE (4) 10d & (2) 10d
2x STUDS SEE PLAN
12� SECTION @ OPEN TO ABOVE
(2) 2x4 12 SYP
PRE ENGINEERED
22xx BRAG WALL W/ S!MPSON
TRUSSES @ 24" O.C.
SP2 @ TOP & SPI 9 BASE.
2x BLOCKING W/ (2) 12d
LSTA18 OR MTS12 14AY BE
SEE ARCHS FOR ROOF
TOENAILS EACH END
USED @ BASE
EMBEDMENT & 6"
2x BASE PLATE W/ (2)
EXTERIOR SHEATHING
TRUSS ANCHOR (SEE
12d NAILS @ 12" O.C.
ATTACH PER NAILING
MSTAM24 EA. SIDE OF
3/4" FLOOR SHEATHING
SCHEDULE
LOW ROOF TRUSS SEE TRUSS
ATTACHED PER
PLAN FOR CONNECTIONS (IF
MASONRY WALL PER
TRUSS IS CONT. BRG ON
NAILING SCHEDULE
(2) 2x4 #2 SYP
MASONRY (SHOWN)
O.C. OR ON WOOD USE HGA
OR WOOD WALL PER
BLOCKING w/ SIMPSON
PLAN
S1 SECTION @ COMBO TRUSS
3/4" TAPCONS PER
HUC24-2 EACH END,
SIMPSON CS18
;ument is copyrighted and is the exclusive property of
MONTA CONSULTING & DI
USE (4) 10d & (2) 10d
2x STUDS SEE PLAN
INFO. IF WALL
SEE PLAN
NAILS. UNDER
FOR LOCATION
2x8 #2 SYP P.T. SILL
WINDOW JAMBS USE
REQ'D FROM STUDS TO
(2) 2x6 w/ HUC26-2.
FLOOR TRUSS PER
FRAME WALL
PLAN
LOW ROOF TRUSS SEE
MASONRY (SHOWN)
TRUSS PLAN FOR
OR WOOD WALL PER
CONNECTIONS
PLAN
fi—si'SECTION @ RAISED HEEL TRUSS
ROOF SHEATHING
@ 24" O.C. TO FLOOR
(2) 2x BASE PLATE w/
2x BRG WALL W/ SIMPSON SP2 @ TOP
NAILING SCHEDULE
& SPI @ BASE. LSTA18 OR MTS12
(2) 12d NAILS @ 12'•
ILS @ 1N
MAY BE USED @ BASE.(WHEN WALL
O.C. USE
O.C. U E SIMPSON
IS CONT. BRG ON TRUSS STRAP
LSTA1TO
MTSSTUDS
w/ LSTA18 @ 16" O.C. TO
BLOCKING BELOW.
TRUSS BELOW)
NOT REQ'D IF STUD IS
INTERIOR FLAT STRAP
CONNECTED w! MTS12
3/4" FLOOR SHEATHING ATTACHED
OR LSTA18
PER NAILING SCHEDULE
2x BLOCKING W/(2) 12d-4FLOOR
TOENAILS EACH END
TRUSS PER
1 1 PLAN
(2) 2x4 12 SYP
PRE ENGINEERED
W/ %2' J -BOLT OR
TRUSSES @ 24" O.C.
EPDXY ANCHOR
j I
BLOCKING w/ SIMPSON
HUC24-2 EACH END,
SEE ARCHS FOR ROOF
32" O.C. W/ MIN. 7"
WATERPROOFING AND
EMBEDMENT & 6"
EE PLAN
USE (4) 10d & (2) 10d
TRUSS ANCHOR (SEE
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NAILS. UNDER
MSTAM24 EA. SIDE OF
WINDOW JAMBS ONLY
LOW ROOF TRUSS SEE TRUSS
EA. STUD TO WALL
PLAN FOR CONNECTIONS (IF
MASONRY WALL PER
TRUSS IS CONT. BRG ON
PLAN
MASONRY USE HETA16/20 @ 24"
MASONRY (SHOWN)
O.C. OR ON WOOD USE HGA
OR WOOD WALL PER
CLIPS @ 24" O.C.)
PLAN
S1 SECTION @ COMBO TRUSS
3/4" TAPCONS PER
BOTTOM OF TRUSS/
SIMPSON CS18
;ument is copyrighted and is the exclusive property of
MONTA CONSULTING & DI
2x8 #2 SPF MIN STUDS
@ 16" O.C. PER PLAN
F
2x4 CONT. W/ (2) 12d IMPSON H2.5 EA
RUSS
NAILS TO EACH STUD
2x8 #2 SYP SILL PLATE
PRE ENGINEERED
W/ %2' J -BOLT OR
TRUSSES @ 24" O.C.
EPDXY ANCHOR
MAX. PER PLAN
(J -BOLT PREFERED) @
SEE ARCHS FOR ROOF
32" O.C. W/ MIN. 7"
WATERPROOFING AND
EMBEDMENT & 6"
EXT. FINISH PER
FROM EACH END
TRUSS ANCHOR (SEE
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(DRAWINGS— —
��
MASONRY WALL PER
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PLAN
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12
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ARCHS
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BELOW W/ (9) 10d
PER ELEV.
(2) 2x HEADER SEE
SHEATHING PER PLAN
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& CONNECTIONS
ATTACH PER NAILING
3/4" TAPCONS PER
BOTTOM OF TRUSS/
SIMPSON CS18
SCHEDULE
STRAP;CENTER
WINDOW ATTACHMENT
2x STUDS SEE PLAN
INFO. IF WALL
STRAP BETWEEN
SHEATHING ISN'T CONT.
FOR LOCATION
2x8 #2 SYP P.T. SILL
MASONRY WALLAND
REQ'D FROM STUDS TO
TOENAILS EACH SIDE
PLATE w/ 1/2" J -BOLT
FRAME WALL
SEE LD02/SD2 FOR
STOPPED BELOW
OR EPDXY ANCHOR
CONTRACTOR MAY USE
TRUSSES ARE
BOLT (J -BOLT
SIMPSON HTT4 AT
ROOF SHEATHING
@ 24" O.C. TO FLOOR
PREFERED) W/ MIN. 7"
WINDOW JAMB STUDS
NAILING SCHEDULE
PLYWOOD FLOORING
EMBED. @ 32" O.C. & 3"
INSTEAD OF INDICATED
\
PLAN FOR MORE INFO
FROM EA.END
EXTERIOR FLAT STRAP.
@ 32" O.C. MAX W/
& 2"
WASHER TOP & BOTTOM.
INTERIOR FLAT STRAP
SEE PLAN FOR
SHEATHING TO
IS STILL REQUIRED AT
_
OVERLAP BOTTOM
JAMB STUD CONDITION
PLAN FOR
PLATE 1 1/4" (MIN.)
CONNECTION
FOR TRUSS LOCATION
1x PT NAILER AS REQ'D
SEE ARCHS FOR
3/4"=1'-0"
=SIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these
FURRING AND
,.
INTERIOR FINISH
° '
CONT. #5 IN TIE BEAM
MASONRY WALL PER
PLAN
EXT. FINISH PER
ARCHS
FO WALL SPLICE
DETAILS
1-1/2"=1'-0"
EXTERIOR SHEATHING
FROM TOP OF WALL
TO BOTTOM OF SILL
PLATE ATTACH PER
NAILING SCHEDULE
ROOF SHEATHING —
ATTACH PER NAILING
SCHEDULE
PRE-ENGINEERED —
TRUSS PER PLAN
2x6 #2 SYP CONT.
LEDGER W/ (2) %4'x3-1/2" I SIMPSON LUS26. USE
SDS WOOD SCREWS @ LUS26-2 FOR 2PLY
16" O.C. MAX. & 3" I TRUSS
FROM EA. END - USE (3)
SCREWS FOR 24" O.C.
2x8 SYP #2 LEDGER W/
MIN. (4) 16d NAILS TO
EA. TRUSS, 24" O.C.
OPT. TRUSS RECESS LEDGERMAX. kAl EA.Slur— OF
G.T. USE (4) 16d NAILS)
D04 LEDGER @ LOW ROOF
3/4"=1'-0"
(2) 2x SPF TOP
PLATES U.N.O.
2x4 CONT. W/ (2) 12d
NAILS TO EACH STUD
2nd STORY WALL PER
PLAN
FLOOR TRUSS; SEE
FRAMING PLAN FOR
DIRECTION AND
CONNECTION DETAIL
MASONRY WALL PER
PLAN
PRE ENGINEERED
12
TRUSSES @ 24" O.C.
(2) 2x SPF TOP
MAX. PER PLAN
PER PLAN
SEE ARCHS FOR ROOF
SEE FLOOR PLAN
WATERPROOFING AND
FINISH
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ROOF SHEATHING
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PER ELEV.
(2) 2x HEADER SEE
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PLAN FOR MORE INFO
O.C. w/ EXT. SHEATHING
& CONNECTIONS
FROM TOP OF WALL TO
BOTTOM OF TRUSS/
SIMPSON CS18
GIRDER SEE PLAN FOR
TO BUILT UP STUD
WINDOW ATTACHMENT
2x STUDS SEE PLAN
INFO. IF WALL
WINDOW SEE PLAN
SHEATHING ISN'T CONT.
FOR LOCATION
LSTA18 STRAPS ARE
2x BLOCKING w/ (2) 12d
REQ'D FROM STUDS TO
TOENAILS EACH SIDE
GIRDER BELOW
IF WALL SHEATHING IS
SEE LD02/SD2 FOR
STOPPED BELOW
MORE INFO IF
ROOF LINE
TRUSSES ARE
PARALLEL TO WALL
2x BASE PLATE W/ 12d
ROOF SHEATHING
@ 24" O.C. TO FLOOR
ATTACHED PER
SYSTEM BELOW
NAILING SCHEDULE
PLYWOOD FLOORING
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SEE FLOOR FRAMING
\
PLAN FOR MORE INFO
@ 32" O.C. MAX W/
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TRUSS DIRECTION
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FLOOR GIRDER SEE
PLAN FOR
SEE TRUSS LAYOUT
CONNECTION
FOR TRUSS LOCATION
& CONNECTION INFO
F1 TYPICAL CONNECTION @ GIRDER OR BEAM
3/4"=1'-0"
=SIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these
EXTERIOR SHEATHING
FROM TOP OF WALL
TO BOTTOM OF SILL
PLATE ATTACH PER
NAILING SCHEDULE
ROOF SHEATHING —
ATTACH PER NAILING
SCHEDULE
PRE-ENGINEERED —
TRUSS PER PLAN
2x6 #2 SYP CONT.
LEDGER W/ (2) %4'x3-1/2" I SIMPSON LUS26. USE
SDS WOOD SCREWS @ LUS26-2 FOR 2PLY
16" O.C. MAX. & 3" I TRUSS
FROM EA. END - USE (3)
SCREWS FOR 24" O.C.
2x8 SYP #2 LEDGER W/
MIN. (4) 16d NAILS TO
EA. TRUSS, 24" O.C.
OPT. TRUSS RECESS LEDGERMAX. kAl EA.Slur— OF
G.T. USE (4) 16d NAILS)
D04 LEDGER @ LOW ROOF
3/4"=1'-0"
(2) 2x SPF TOP
PLATES U.N.O.
2x4 CONT. W/ (2) 12d
NAILS TO EACH STUD
2nd STORY WALL PER
PLAN
FLOOR TRUSS; SEE
FRAMING PLAN FOR
DIRECTION AND
CONNECTION DETAIL
MASONRY WALL PER
PLAN
PROVIDE SOLID BLOCKING PRE-ENGINEERED
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STUDS ABOVE TO
(2) 2x HEADER
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HEADER BELOW
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1/2"
THREADED ROD WITHIN 6" OF
BELOW
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@ 32" O.C. MAX W/
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WASHER TOP & BOTTOM.
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NUT & 2" WASHER
TOP & BOTTOM
2x STUDS SEE PLAN
2x SPF
PLATE_,
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BLDG DESIGN: ---
STRUCTURAL ENG: CNS
DRAFTING:
-DESIGN: ---
-STRUCT: MR
IQC CHECK: CC
JOB No. PSQ-2171167
ISCALE: AS INDICATED
DATE: 07/19/17
MIN. (3) 2x SYP #2
STUDS REQ'D @ E
OF LANDING WIN
16d NAILS FROM
(2)2x12 SYP#2 HE
TO BUILT-UP STU
COLUMN
STANDARD (3)2x12
SYP#2 STRINGERS V
SIMPSON A35 /A34
CLIP TO FLOOR
SYSTEM & LANDING
FRAMING
(2) 2x12 SYP#2 BEAM
HEIGHT OF STAIRS BEAM
AT LANDING (#2 SYP)
MIN. 2x8 SYP#2 JOIST (P.T. IF
(2)
TO MATCH JOIST
OPENING WIN
ATTACHING TOMASONRY
F
PER SCHEDULE REQ'D
WALL) CONT. LEDGER w/ (3) 16d
LANDING FOR STRINGERS TO
@LANDING @ 16"O.C.
DEPTH W/ (3) 10d
CONNECT TO. BEAM TO BEAR
W/ SIMPSON A35 OR
STUD. ((2) 1/4"x3-1/4" TAPCONS
U
@ END OF LANDING
@ 16" O.C. MAX. FOR MASONRY
COLUMNS BELOW OR
EACH SIDE
TOENAILS EACH END
FOR STRINGERS TO
CONNECT TO. BEAM
TO BEAR DIRECTLY ON
/
BUILT UP COLUMNS
BELOW OR
ALTERNATE HANGER
SEE TABLE FOR MAX.
II
@ RIGHT OF THIS
WIDTH OF LANDING
DETAIL
A -A PLAN VIEW
90 DEGREE TURN LANDING
MIN. (3) 2x SYP #2 STUDS
SEE SCHEDULE FOR MAX WIDTH OF LANDING
REQ'D @ END OF LANDING
W/ MIN. (6) 16d NAILS
SEE PLAN FOR DEPTH
FROM (2)2x12 SYP#2
OF LANDING
HEADER TO BUILT UP
STUD COLUMN
X
OPTIONAL (2)2x12 SYP#2
ATTACHMENT TO
CMU/LEDGER IN LIEU OF
BUILT UP COLUMN
WOOD:
HU210-2/HUC210-2 W/
(18)16d NAILS TO
LEDGER/SUPPORTAND
(10)10d NAILS TO (2)2x12
SYP#2 HEADER
MASONRY:
HU210-2/HUC210-2 W/
(18) 1/4"x3-1/4" TAPCONS
TO CMU AND (10) 10d
NAILS TO (2)2x12 SYP#2
HEADER
STANDARD (3) 2X12
SYP #2 STRINGERS W/p
SIMPSON A34 / A35
0
CLIP TO FLOOR
SYSTEM & LANDING
AM
FRAMING
STANDARD (3) 2X12
STRINGERS W/
SIMPSON A34 CLIP TO
FLOOR SYSTEM
LINE UP 2xJOIST IN
LINE WITH MIDDLE
2x12 STRINGER TO BE
UTILIZED AS BLOCKING
MIN. 2x8 SYP#2 JOISTS
@ LANDING @ 16"O.C.
W/ SIMPSON A35 OR
LUS26 HANGER ON
EACH SIDE
MIN. 2x8 SYP#2 JOIST (P.T. IF
ATTACHING TO MASONRY
WALL) CONT. LEDGER w/ (3)
16d NAILS @ 16" O.C. MAX.
TO EACH STUD. ((2) 1/4" x 3
1/4" TAPCONS @ 16" O.C.
MAX. FOR MASONRY WALL)
3/4" PLYWOOD OR OSB
SHEATHING OVER
LANDING ATTACHED
PER GENERAL FLOOR
CONSTRUCTION
NOTES
MID SPAN BLOCKING
TO MATCH JOIST
DEPTH W/(3) 10d
TOENAILS EACH END
SEE PLAN FOR
MASONRY WALL OR
WOOD WALL
ALTERNATE HANGER @
RIGHT OF THIS DETAIL
A -A PLAN VIEW @ 180 DEGREE TURN LANDING
SEE SCHEDULE FOR MAX WIDTH OF LANDING
3/4" O.S.B. W/ 8d NAILS
@ 3" O.C. TOP AND
BOTTOM CHORD
FLOOR SYSTEM PER
FRAMING PLAN TYP.
2x12 STRINGERS ONE
ON EACH SIDE AND
ONE @ MID -SPAN
A34 @ EA. STRINGER
TO LANDING
2x ATTACHED TO
STRINGER
2x12 STRINGERS ONE
ON EACH SIDE AND
ONE @ MID -SPAN
A35 CONNECTION
2x8 P.T. SPF #2 (MIN.) LET -IN
FASTEN TO SLAB USING
MIN. (6) 1/4"x3-1/4" EVENLY
SPACED TAPCONS @ MIN.
END DISTANCE OF 1-1/2"
A35 @ EA. STRINGER
TO LANDING
SEE ARCHS. FOR MAX.
RISE OF STEPS AND
MIN. TREAD DEPTH
(2) 2x12 SYP#2 BEAM
PER SCHEDULE @ END
I I OF LANDING FOR
STRINGERS TO
II CONNECT TO. BEAM
II
I I TO BEAR DIRECTLY ON
BUILT UP COLUMN
I BELOW.
I
MIN. (3) 2x4 SYP #2
COLUMN
2x P.T. BOTTOM PLATE
w
A
6" MIN.
STAIR WINDER DETAIL
MIN. 2x8 SYP#:
LEDGER (P.T. I
ATTACHING T(
MASONRY WAI
SIMPSON A35
CONNECTIONS
MASONRY WAL
FRAME WALL BI
PLYWOOD SHEATHING
OVER LANDING
ATTACHED PER
GENERAL FLOOR
CONSTRUCTION
NOTES
BEAM @ END OF
LANDING PER
SCHEDULE
OPTIONAL (2)2x12 SYP#2
ATTACHMENT TO CMU/LEDGER
IN LIEU OF BUILT UP COLUMN
WOOD:
HU210-2/HUC210-2 W/ (18)16d
NAILS TO LEDGER/SUPPORT
AND (10)10d NAILS TO (2)2x12
SYP#2 HEADER
MASONRY:
HU210-2/HUC210-2 W/ (18)
114"x3-1/4" TAPCONS TO CMU
AND (10) 10d NAILS TO (2)2x12
SYP#2 HEADER
B -B CROSS SECTION OF BEAM TO LEDGER
STRINGERS TO BE NOTCHED
AT LANDING OR LET -IN 2x4
SYP#2 CLEAT AND ATTACH TO
JOISTS BELOW W/(2) -12d NAILS
@ 16" O.C.
(3) 16d TOENAILS
PENDING LANDING
HEIGHT AND PLAN
LAYOUT.HEADER
WITHIN SUPPORT
WALL COULD BE
REQUIRED. SEE PLAN
FOR REQUIRED
HEADER AND
SUPPORT
INFORMATION.
2x JOIST (P.T. IF
ATTACHING TO MASONRY
WALL) CONT LEDGER w/
(3) 16d NAILS @ 16" O.C.
MAX. TO EACH STUD. ((2)
1/4" x3-1/4" TAPCONS @
16" O.C. MAX. FOR
MASONRY WALL)
WOOD OR MASONRY
WALL SEE PLAN FOR
MORE INFO
2x JOIST PER
SCHEDULE
HEIGHT OF LANDING
PER FLOOR PLAN
BEAM/JOISTS REQUIREMENT AT LANDING
HEIGHT OF STAIRS BEAM
AT LANDING (#2 SYP)
MIN. 2x8 SYP#2 JOIST (P.T. IF
(2)
2x12 SYP#2 BEAM PER
OPENING WIN
ATTACHING TOMASONRY
SCHEDULE REQ'D @ END OF
MIN. 2x8 SYP#2 JOISTS
WALL) CONT. LEDGER w/ (3) 16d
LANDING FOR STRINGERS TO
@LANDING @ 16"O.C.
NAILS @ 16" O.C. MAX. TO EACH
CONNECT TO. BEAM TO BEAR
W/ SIMPSON A35 OR
STUD. ((2) 1/4"x3-1/4" TAPCONS
DIRECTLY ON BUILT UP
LUS26 HANGER ON
@ 16" O.C. MAX. FOR MASONRY
COLUMNS BELOW OR
EACH SIDE
WALL)
ALTERNATE HANGER @
RIGHT OF THIS DETAIL
A -A PLAN VIEW @ 180 DEGREE TURN LANDING
SEE SCHEDULE FOR MAX WIDTH OF LANDING
3/4" O.S.B. W/ 8d NAILS
@ 3" O.C. TOP AND
BOTTOM CHORD
FLOOR SYSTEM PER
FRAMING PLAN TYP.
2x12 STRINGERS ONE
ON EACH SIDE AND
ONE @ MID -SPAN
A34 @ EA. STRINGER
TO LANDING
2x ATTACHED TO
STRINGER
2x12 STRINGERS ONE
ON EACH SIDE AND
ONE @ MID -SPAN
A35 CONNECTION
2x8 P.T. SPF #2 (MIN.) LET -IN
FASTEN TO SLAB USING
MIN. (6) 1/4"x3-1/4" EVENLY
SPACED TAPCONS @ MIN.
END DISTANCE OF 1-1/2"
A35 @ EA. STRINGER
TO LANDING
SEE ARCHS. FOR MAX.
RISE OF STEPS AND
MIN. TREAD DEPTH
(2) 2x12 SYP#2 BEAM
PER SCHEDULE @ END
I I OF LANDING FOR
STRINGERS TO
II CONNECT TO. BEAM
II
I I TO BEAR DIRECTLY ON
BUILT UP COLUMN
I BELOW.
I
MIN. (3) 2x4 SYP #2
COLUMN
2x P.T. BOTTOM PLATE
w
A
6" MIN.
STAIR WINDER DETAIL
MIN. 2x8 SYP#:
LEDGER (P.T. I
ATTACHING T(
MASONRY WAI
SIMPSON A35
CONNECTIONS
MASONRY WAL
FRAME WALL BI
PLYWOOD SHEATHING
OVER LANDING
ATTACHED PER
GENERAL FLOOR
CONSTRUCTION
NOTES
BEAM @ END OF
LANDING PER
SCHEDULE
OPTIONAL (2)2x12 SYP#2
ATTACHMENT TO CMU/LEDGER
IN LIEU OF BUILT UP COLUMN
WOOD:
HU210-2/HUC210-2 W/ (18)16d
NAILS TO LEDGER/SUPPORT
AND (10)10d NAILS TO (2)2x12
SYP#2 HEADER
MASONRY:
HU210-2/HUC210-2 W/ (18)
114"x3-1/4" TAPCONS TO CMU
AND (10) 10d NAILS TO (2)2x12
SYP#2 HEADER
B -B CROSS SECTION OF BEAM TO LEDGER
STRINGERS TO BE NOTCHED
AT LANDING OR LET -IN 2x4
SYP#2 CLEAT AND ATTACH TO
JOISTS BELOW W/(2) -12d NAILS
@ 16" O.C.
(3) 16d TOENAILS
PENDING LANDING
HEIGHT AND PLAN
LAYOUT.HEADER
WITHIN SUPPORT
WALL COULD BE
REQUIRED. SEE PLAN
FOR REQUIRED
HEADER AND
SUPPORT
INFORMATION.
2x JOIST (P.T. IF
ATTACHING TO MASONRY
WALL) CONT LEDGER w/
(3) 16d NAILS @ 16" O.C.
MAX. TO EACH STUD. ((2)
1/4" x3-1/4" TAPCONS @
16" O.C. MAX. FOR
MASONRY WALL)
WOOD OR MASONRY
WALL SEE PLAN FOR
MORE INFO
2x JOIST PER
SCHEDULE
HEIGHT OF LANDING
PER FLOOR PLAN
BEAM/JOISTS REQUIREMENT AT LANDING
HEIGHT OF STAIRS BEAM
AT LANDING (#2 SYP)
JOISTS MAX WIDTH
(#2 SYP) OF LANDING
12'-0" OR LESS (2) 2x12
2x8 9'-0"
NOTE:
1. STAIR TREAD AND RISER CONSTRUCTION SHALL FOLLOW THE MINIMUM
CODE REQUIREMENTS AS SPECIFIED IN THE CURRENT EDITION OF THE FED.
2. (2)2x12 SYP#2 BEAM IS REQUIRED AT THE OUTSIDE FACE OF THE LANDING FOR
STRINGER ATTACHMENTS. SEE CHART FOR MIN. SIZE OF INSIDE BEAM.
NAIL (2)PLY BEAM TOGETHER USING (3)12d NAILS AT 8" O.C.
3. CONTACT EOR FOR CONDITIONS NOT COVERED THIS DETAIL PRIOR TO
CONSTRUCTION.
NOT USED
3
SEE ARCH PLAN
MAX. 4'-0" ABOVE FLOC
2x4 SILL PLATE W1(2
10d NAILS @ 4" O.C.
(NOTCHED @ 2x6
VERTICAL LOCATION
2x6 VERTICAL AND
L -BRACE @ 6-0" O.C.
@ ANY OPENING
2x4 CONT. TOP PLATE
2x6 VERTICAL @ 6'-0"
ATTACH TOP PLATE TO
O.C. MIN. AND @ ANY
STUDS W/ (2) 16d TOE
OPENING WIN
NAILS
HANDRAIL
DATE:
KNEEWALL
2x4 #2 SPF STUDS @
24" O.C. W/ (2) 12d
TOENAILS BOTTOM
NOTCH SILL AND
PLYWOOD FLOORING
TO ALLOW VERTICAL
TO SLIDE DOWN TO
FACE OF TRUSS
ATTACH 2x6 VERTI(
DOUBLE TRUSS PARALLEL TO FLOOR TO TRUSS (E "
S
SDS WOOD CREV�
N.Ts.
EQUALLY
SPACED/CENTEREI
2x4 CONT. TOP PLATE TRUSS TO OUTSIDE
ATTACH TOP PLATE TO FACE OF TRUSS
STUDS W/(2)16d TOE
NAILS
2x4 #2 SPF STUDS @ X I X
24" O.C. W/ (2) 12d
TOENAILS BOTTOM
NOTCH SILL AND
PLYWOOD FLOORING
TO ALLOW VERTICAL
TO SLIDE DOWN TO
FACE OF TRUSS
ATTACH 2x6 VERTICAL _
TO TRUSS W/ (3) %" x 3"
SDS WOOD SCREWS
EQUALLY
SPACED/CENTERED IN
TRUSS TO OUTSIDE
FACE OF TRUSS
SINGLE TRUSS PARALLEL TO FLOOR
N.T.S.
SEE ARCH PLAN
MAX. 4'-0"ABOVE
2x4 SILL PLATE W/
10d NAILS @ 4" O.C.
(NOTCHED @ 2x6
VERTICAL LOCATIC
2x6 VERTICAL AND
L -BRACE @ 6-0" 0.1
@ ANY OPENING
TRUSS SEE PLAN
SECTION X -X
PERPENDICULAR TO FLOOR
2x4 #2 SPF STUDS
@ 24" O.C.
NOTCH SILL PLATE
FOR VERTICAL
2x L -BRACE W/ 12d
NAILS @ 4" O.C.
2x4 CONT. TOP PLATE
(ATTACH TOP PLATE
TO STUDS W/ (2) 16d
TOE NAILS
2x4 #2 SPF STUDS @
24" O.C. EVERY OTHER
STUD TO BE
ATTACHED TO TRUSS
BELOW (OTHERWISE
ATTACH W/ (2) 12d
TOENAILS @ BOTTOM)
2x4 SILL PLATE W/ (2)
16d TOE NAIL EA.
CONT. BRACE & 10d
NAILS @ 4" O.C. TO
FLOOR SHEATHING
ATTACH 2x4 TO TRUSS
W1(2) %4'x3" SDS
SCREWS EQUALLY
SPACED & CENTERED
IN TRUSS
rSTO_�,GENERAL LANDING & (ST03 SECTION @ HANDRAIL W/
STAIR FRAMING INFO SCALE: 3/4"=1'-0" FLOOR TRUSSES SCALE: 3/4"=1'-0"
COP'IRIGHT 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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MR
QC CHECK:
CC
JOB No.
PSQ-2171167
SCALE:
AS INDICATED
DATE:
07/19/17
ST1
,j .
16'-8" 12'-0"
10'-8" 1'-4"
i�
AIC
COMP. 4" PVC PIPE FOR
A/C CHASE
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16'-0" 1'-8"
9'-4"
19'4"
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28'-8"
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12'-4" 4'-0" 10'-8" 1'-4"
LA/C
COMP.
(2)4050 S.H.
---------- y
I
H.B. ` Covered Lanai
cn
9'-4" CLG. F.F.F.
zo
8" 15'4" 8" 1' 4" 814" 2'.8" L�
I
Gathering Room `f
9'•4" CLG. 8'-0" x 8'-0" S.G.D.
Dining Room
9'-4" CLG.
iV
fV
12" TOP EXT. 27,4„
9'-2" 11'-10" 6'-4"
i
2x6 FRAME T
u KNEEWALL
BELOW 36" BARTOP
N— — — — — — — — _ — — —
� � I
00
N T C D W DBL. SINK w/
DISPOSAL 18'-6"
Kitchen RANGE w/ 4 m
9'4" CLG. HOOD ABV. m°
0 42" KNEEWALL W/
N DECO CAP °Q COUNTERTOP — z
(TYP.) N 36" HT. w/ CAB. ABV. O O
g �
c? 0636" HADRAIL SiTYf�) I
STOI AGE u, I PA<�TRY
N �5r� 0321 ISL PE CLG. I LOPED CLG.
4'-4" / 4'-0,. 4'-$, 1 OHS 7,•4" 3' 8 ��—
C — — M.T
T 1 0 (sem) �s�� 112" GYPSUM BOARDS
4 1v� W H
PW -dr. APPLIED TO M FULL HTO
9'-4" CLG. GARAGE SIDE & WALL
5' 4'•0" — -UNDER STAIR 15'-8" 2'4"
1 / SURFACE AND
�2"X4C" SIDES
W.C.
ACCESS
F LV I
M.T
3080 DR.714'.2"
2030 F.Gryry
1'•8" 3'-0" 1 TEMP % 18'-0"
Entq 6 4
r uY 0 o z
11'-4" CLG F.F.F.
------ 11, 2 Car Garage
0 9'-4" CLC. F.F.F.
I wz i
I � I
I � I
I I
I I
16'-0" x T-0" GAR. DR.
1'4" 7'4" S"I 1'•8"
9'-0"
28'-8"
16'-0"
19'-4"
First Floor plan
SCALE: 1/8" = 1'-0" (11x17) 1/4" = 1'-0" (22x34)
H.B.
Y
v
GENERAL NOTES KEY:
ABBREVIATIONS:
2- INDICATES NUMBER OF DOORS.
2- INDICATES NUMBER OF WINDOWS.
MT - METAL THRESHOLD
FR - FRENCH DOORS
SL - SIDE LIGHT
FG - FIXED GLASS
TR -TRANSOM
GB - GLASS BLOCK
PKT- POCKET DOOR
OBS -OBSCURED GLASS
TEMP - TEMPERED GLASS
SH - SINGLE HUNG
DH - DOUBLE HUNG
HR - HORIZONTAL ROLLER
BP -BYPASS
BF - BIFOLD
TYP. - TYPICAL
SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS,
AND TRANSOMS ARE NOTED ON PLANS.
NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB
SITE.
2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM
CALCULATED DIMENSIONS ONLY. ANY DISCREPANCIES
OR ERRORS TO BE REPORTED PROMPTLY TO
SUPERVISOR FOR CLARIFICATION.
3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED
BY COMMUNITY AND COUNTY CODES.
4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER
CODE M307.2 & M1309.3.
5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER
SPACE.
6. VENT DRYER THRU EXTERIOR WALL U.N.O.
7. PROVIDE COLD WATER LINE FOR ICEMAKER LINE @
REF. SPACE.
8. SAG RESISTANT DRYWALL ON ALL CEILINGS.
9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN.
10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL
SHEETS FOR EXTERIOR WALL FINISH SEPC'S.
11. REFER TO DETAIL SHEETS FOR FLASHING
REQUIREMENTS AT ALL WOOD TO MASONRY
INTERFACES.
12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 32"
U.N.O.
13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 72"
U.N.O.
14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O.
•• ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O.
15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN _
UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL =
BE CONSIDERED SHEAR WALL SWS = SHEAR WALL
SEGMENTS.
c
c
16. FRAME WALL SEGMENTS WHICH HAVE AN E
UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL
BE CONSIDERED SHEAR WALL SWS =SHEAR WALL
SEGMENTS. cr
17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL H
BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING z
SOLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT z
LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. a
z
18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING r,
BENEATH HABITABLE ROOMS (TYP.) e
z
19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 a
M.P.H. w
0
20. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING z
DEVICES INSTALLED. a
DOOR NOTE KEY.
z
c�
n
DOOR SIZE CALLOUT: w
20 = 2'-0" 40 B.F. = 4'-0" BIFOLD o
24 = 2'4"50 B.F. = 5'-0" BIFOLD a
26 = 2'-6" 60 B.F. = 6-0" BIFOLD
28 = 2'-8" o
30 = 3'-0" vi* ALL INT. DOORS TO BE 6'-8" TALL U.N.O. OR PER 3
BUILDER/CLIENT
WINDOW NOTE KEY: z
WINDOW SIZE CALLOUT:
2040 = 2'-0" x 4'-0"
2050 = 2'-0" x T-0"
2060 = 2'-0" x 6-0"
* ALL WINDOW CALLOUTS ARE MEASURED IN FEET &
INCHES AS PER THE EXAMPLE TABLE ABOVE.
* ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV.
SURFACE BELOW SHALL HAVE THE LOWEST PORTION OF
WINDOW CLEAR OPENING A MIN. OF 24" ABOVE FINISHED
FLOOR BEING SERVER PER (FBC-R312.2).
Area Tabulations
Living:
co 0 z
O
0
1st floor:
960
sf
2nd Floor:
1,127
sf
Total Living:
2,087
sf
Entry:
50
sf
Covered Lanai:
120
sf
Garage:
394
sf
Total Area:
2,651
sf
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ISSUE DATE I 10/03/2017
REVISIONS
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PROJECT: 17-0174
SCALE: AS NOTED
= DRAWN BY: JML & JFT
FLOOR PLAN
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SCALE: AS NOTED
DRAWN BY: JML & JFT
FLOOR PLAN
03.4
1x6 SMOOTH FINISH BAND
(TYP.)
3/8" TEXTURED CEMENTITIOUS
FINISH OVER C.M.U. (TYP.)
0'-0" FIN. FLR. A
9'4" BRG. HT.
@ SECOND FLOOR
T-8" HDR. HT.
@ SECOND FLOOR
ALL HORIZONTAL & VERTICAL
CONTROL JOINTS PER ASTM 1063
10'-8 3/4" FIN. FLR. HT. `
@ SECOND FLOOR
914" BRG. HT. ,L
8'-0" HDR. HT.
Y-0" FIN. FLR.
FIBERGLASS SHINGLE ROOF INSTALLED AS
PER MANUFACTURER'S SPECIFICATIONS.
7/8" TEXTURED CEMENTITIOUS
+2" +1"
4"
SMOOTH FINISH KEYSTONE & BAND (TYP.)
SCALE: 3/4" = V-0" (11x17)1 1/2" =1'-0" (2436)
18"
KEYSTONE DETAIL
6"
N
io -
+2" +1"
13"'
SMOOTH FINISH KEYSTONE & BAND (TYP.)
SCALE: 3/4" =1'-0" (11x17)1 1/2" =1'-0" (2436)
PORTION (EAVES).
6" KEYSTONE DETAIL
1x6 SMOOTH FINISH BAND
(TYP.)
3/8" TEXTURED CEMENTITIOUS
FINISH OVER C.M.U. (TYP.)
0'-0" FIN. FLR. A
9'4" BRG. HT.
@ SECOND FLOOR
T-8" HDR. HT.
@ SECOND FLOOR
ALL HORIZONTAL & VERTICAL
CONTROL JOINTS PER ASTM 1063
10'-8 3/4" FIN. FLR. HT. `
@ SECOND FLOOR
914" BRG. HT. ,L
8'-0" HDR. HT.
Y-0" FIN. FLR.
FIBERGLASS SHINGLE ROOF INSTALLED AS
PER MANUFACTURER'S SPECIFICATIONS.
7/8" TEXTURED CEMENTITIOUS
CONTROL JOINTS PER ASTM 1063
FINISH ON METAL LATH OVER
PER FBC2014 5TH EDITION R806. MIN. 40% - MAX 50% OF
7/16" OSB. SHEATHING (TYP.)
REQUIRED VENTILATION TO BE IN UPPER PORTION OF
_ 9'-0" BRG. HT.
9'4" BRG. HT. –
@ SECOND FLOOR
ATTIC SPACE AND THE BALANCE TO BE IN LOWER
T-8" HDR. HT.
�¢
L
@ SECOND FLOOR
PORTION (EAVES).
1x4 SMOOTH FINISH BAND
a Z
(TYP.)
MINIMUM NET VENTILATION AREA SHALL BE,,, OF VENTED
2x4 SMOOTH FINISH BAND
U-1
(TYP.)
SPACE,
CD >E X
N > LL
= U
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W
0
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@ ENTRY
z
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UPPER PORTION VENTILATION TOTAL: 1.956 SF.
10'-8 3/4" FIN. FLR. HT.
Lu
o
@ SECOND FLOOR
TO BE PROVIDED W/ OFF RIDGE VENTS:
9'4" BRG. HT.
O w
z
L Q
– 8'-0" HDR. HT.
3 VENTS P.652 /PER VENT
1x6 SMOOTH FINISH BAND
(TYP.)
1x6 SMOOTH FINISH BAND
(TYP.)
3/8" TEXTURED CEMENTITIOUS
FINISH OVER C.M.U. (TYP.)
0'-0" FIN. FLR. A
9'4" BRG. HT.
@ SECOND FLOOR
T-8" HDR. HT.
@ SECOND FLOOR
ALL HORIZONTAL & VERTICAL
CONTROL JOINTS PER ASTM 1063
10'-8 3/4" FIN. FLR. HT. `
@ SECOND FLOOR
914" BRG. HT. ,L
8'-0" HDR. HT.
Y-0" FIN. FLR.
FIBERGLASS SHINGLE ROOF INSTALLED AS
PER MANUFACTURER'S SPECIFICATIONS.
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08.4
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
PREVENTION OF SUBTERRANEAN TERMITES, ORA PERIMITER TREATMENT
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
CONSUMER SERVICES.
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN, 30" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW, THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED
WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. 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.
5. 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.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH
SIMPSON HSS2 STUD SHOES, TYP U.N.O.
7. 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.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
MASONRY IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ENGINEERED LUMBER
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/in' U.N.O. E = 1,500,000 Ib/in' U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc 11= 3000 Fc li= 3000 Fc li= 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 UNLESS
OTHERWISE SPECIFIED.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY> 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-83 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 164" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O.
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
TABLE WITHIN BCSI-B3).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT, RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
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 DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
'EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <112", 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.
STRUCTURALSTEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 518" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL BE
%s' UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS,
FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY
ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD
INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED).
SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
DOWEL PLACEMENT PLAN a
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
(_) VALUE DENOTES SUCTION
AREA
4O
5O
INTIALS
(+) 21.2
(+) 21.2
10
(-) 22.9
(-) 28.3
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
(+) 19.0
(+) 19.0
50
(-) 20.8
() 23.9
100
(+) 18.0
(+) 18.0
(-) 19.8
22.0
GARAGE DOORS
9'-0" x T-0"
16-0" x T-0"
(+) 18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4 aI
5 55
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 5th EDITION (2014). 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 AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS, REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS
SHEET I SHEET TITLE
SC
STRUCTURAL NOTES
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FOUNDATION PLAN Z
SD5
2 -STORY DETAILS
S213
DOWEL PLACEMENT PLAN a
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FOUNDATION DETAILS
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LINTEL PLAN
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ROOF FRAMING PLAN W
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NUMBER DATE
MASTER UPDATES
DESCRIPTION
1 110/21/20161 CREATED ELEV. A, B, C & OPTION BEDROOM#5
2 1 3/10/2017 1 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING
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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SC
® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
B INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED.
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH O
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PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL
(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR OJ
EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. I-
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3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP, LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
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28'-8"
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INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
B INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED.
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH O
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PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL LL
(FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR OJ
EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. I-
3.
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP, LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
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12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
1O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.
2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
30"x30"x12" dp w/#5's EQUALLY SPACED EA.
2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
36"x36"x12" dp w/#5's EQUALLY SPACED EA.
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.
3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.
4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.
46 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.
4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.
4.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS &3" MIN. COVER TO EDGE OF CONC.
66"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS & 3" MIN. COVER TO EDGE OF CONC.
MIN (5) # 5 E.W
MIN (5)#5E.W
MIN (6) # 5 E.W
MIN (6) # 5 E.W
MIN (7) # 5 E.W.
MIN (7) # 5 E.W.
MIN (8) # 5 E.W.
MIN (7) # 5 E.W.
MIN (8) # 5 E.W
MIN (9)#5E.W
MIN (9)#5E.W
MIN (10) # 5 E.W
FOUNDATION PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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STRUCTURAL ENG:
CNS
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LD L
-DESIGN:
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(3) #5 PARALLEL TO 12"
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Z
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0 _
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O m
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O
Q
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p
MIN (5) # 5 E.W
MIN (5)#5E.W
MIN (6) # 5 E.W
MIN (6) # 5 E.W
MIN (7) # 5 E.W.
MIN (7) # 5 E.W.
MIN (8) # 5 E.W.
MIN (7) # 5 E.W.
MIN (8) # 5 E.W
MIN (9)#5E.W
MIN (9)#5E.W
MIN (10) # 5 E.W
FOUNDATION PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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JOB No.
PSQ-2171167
SCALE:
AS INDICATED
DATE:
07/19/17
A 2
A Z6�
SYMBOLS LEGEND W
I— 8
® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 Q Q N
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) g 0 o
11f — — — — — — — —
O
INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 _j
CONT. FTG. TO TIE BEAM. LU
2
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QC CHECK: CC
JOB No. PSQ-2171167
SCALE: AS INDICATED
DOWEL PLACEMENT PLAN DATE 07/19/17
1/4"=1'-0" S2B
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.
CONTRACTOR TO VERIFY
AT CORNERS
THE GROUT IS LEVEL
PROVIDE
WITH TOP OF BLOCK FOR
STANDARD #5
PROPER TRUSS/ FLOOR
HOOK BAR. LAP
fn
SYSTEM BEARING (MIN 3")
OTHER BARS INTO
INDICATED IN
CORNER AS REQ'D
a
- PRECAST "U"
METAL LATH OR WIRE SCREEN
LINTEL W/ 3000
OVER COURSES NOT REQ'D
psi CONC. PER
TO BE FILLED. (SHEET METAL
LINTEL PLAN. IF
& PAPER FELT PROHIBITED)
REBAR IS
d
INDICATED IN
BEND O
LINTEL, #5 TO BE
HOOK PER
HOOKED INTO
MD08
'
SIDE VERTICALS;71
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
.d
- `_- - - .
=�k
..
- r 77
d
7B "C'.
—
7
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
alll °
4.
TYP. BOND BEAM 8" x 8" x 16" K.O.
�
INDICATE - SHOULD HOOK INTO
z�
(1) #5 DIA. REBAR
VERTICAL CELLS PER MD08
d
z
a
BEND O
LENGTH
11
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
alll °
ZBOTTOM STEEL IN LINTEL IF
TYP. BOND BEAM 8" x 8" x 16" K.O.
�
INDICATE - SHOULD HOOK INTO
z�
(1) #5 DIA. REBAR
VERTICAL CELLS PER MD08
8" UNFILLED
z
a
BEND O
LENGTH
11
ROUGH OPENING PER PLAN
�
Wr
a
SPLICE
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
�11 4..w
"D"
d
7B "C'.
"D
#3
17/8
41/4 7
U
21/4
41/4 91/4
18
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21/2
55/8 91/2
20
3
5 5/8 F12 1/2
24
#5
31/8
7 113/4
25
33/4
7 15 1!2
30
#6
33/4
81/16 14
30
41/2
8 1/16 18 1/2
36
z
43/8
9 13/16 16 1/2
35
51/4
19 13/16121 3/41
42
O
8814-1B/1T
O
O
8F16-1B/1T
8R14-OB/1T
Q
WALL LEGEND
0
8F16-0B/1T
1-1/2" CLEAR
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
(2) 2X8 SYP#2 P.T. HEADER
TURNED SIDEWAYS.
:.;.:
ATTACH TO MASONRY
WALL W/ SIMPSON HU28-2
DOOR OR WINDOW OPENING HANGER @ EA. END. W/
MAX. OPENING 4 FT(14) 1/4" x 2-3/4" TAPCONS
TO MASONRY & (6) 10d
NAILS TO HEADER
DO LINTEL W/ TRANSOM DETAIL
SCALE: 3/4" = 1'-0"
STANDARD 90 DEGREE HOOK
a
TYP. BOND BEAM 8" x 8" x 16" K.O.
�
LINTEL BLOCK FILL w/ 3000 psi CONC. w/
Cf)
(1) #5 DIA. REBAR
0r
8" UNFILLED
z
a
BEND O
(2) 2X8 SYP#2 P.T. HEADER
TURNED SIDEWAYS.
:.;.:
ATTACH TO MASONRY
WALL W/ SIMPSON HU28-2
DOOR OR WINDOW OPENING HANGER @ EA. END. W/
MAX. OPENING 4 FT(14) 1/4" x 2-3/4" TAPCONS
TO MASONRY & (6) 10d
NAILS TO HEADER
DO LINTEL W/ TRANSOM DETAIL
SCALE: 3/4" = 1'-0"
_
T �j
8F20-1B/1T
-SHEAR WALL
T OPENING
;
TYPI
AL SHEAR WA
[L SEGMENT
8" UNFILLED
BAR SIZE
BEND O
LENGTH
11
.NO
�'
LENGTH LAP
SPLICE
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
�11 4..w
"D"
d
7B "C'.
(2) 2X8 SYP#2 P.T. HEADER
TURNED SIDEWAYS.
:.;.:
ATTACH TO MASONRY
WALL W/ SIMPSON HU28-2
DOOR OR WINDOW OPENING HANGER @ EA. END. W/
MAX. OPENING 4 FT(14) 1/4" x 2-3/4" TAPCONS
TO MASONRY & (6) 10d
NAILS TO HEADER
DO LINTEL W/ TRANSOM DETAIL
SCALE: 3/4" = 1'-0"
o �
a:
d..4 °
LAP SPLICE
11
EMBEDDED STANDARD 90' HOOK
L
STANDARD 180' HOOK
#3 ='2 %2'
#4 =2%'
#5 =2%"
#6 = 3"
#7 = 3 %2'
STD. 90 DEGREE ANGLE 3000 psi
CONC. w/ (1) #5 DIA. REBAR
8"x8"x16"CMU U.N.O.
INDICATES FILLED CELL FROM FTG. TO TIE
BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE
MD08 FOR LAP INFO.
PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
F
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
8F20-1B/1T
= 9'-4" T.O.M. =INTERIOR/EXTERIOR
BEARING WALLS VERIFY
= 1 VA" TOP OF HGT. W/ ARCHITECTURAL
KNEEWALL PLAN U.N.O. OR LINTEL
= 11'-4" T.O.M.
STANDARD LINTELS
GRADE 40
0
STANDARD LINTEL NOTES
GRADE 60
8" UNFILLED
BAR SIZE
BEND O
LENGTH
LAP SPLICE
BEND O
LENGTH LAP
SPLICE
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
A"
"B""C'.
"D"
"A
7B "C'.
"D
#3
17/8
41/4 7
15
21/4
41/4 91/4
18
#4
21/2
55/8 91/2
20
3
5 5/8 F12 1/2
24
#5
31/8
7 113/4
25
33/4
7 15 1!2
30
#6
33/4
81/16 14
30
41/2
8 1/16 18 1/2
36
#7
43/8
9 13/16 16 1/2
35
51/4
19 13/16121 3/41
42
o �
a:
d..4 °
LAP SPLICE
11
EMBEDDED STANDARD 90' HOOK
L
STANDARD 180' HOOK
#3 ='2 %2'
#4 =2%'
#5 =2%"
#6 = 3"
#7 = 3 %2'
STD. 90 DEGREE ANGLE 3000 psi
CONC. w/ (1) #5 DIA. REBAR
8"x8"x16"CMU U.N.O.
INDICATES FILLED CELL FROM FTG. TO TIE
BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE
MD08 FOR LAP INFO.
PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
F
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, LOTTS, &POWERS STEEL
8F20-1B/1T
= 9'-4" T.O.M. =INTERIOR/EXTERIOR
BEARING WALLS VERIFY
= 1 VA" TOP OF HGT. W/ ARCHITECTURAL
KNEEWALL PLAN U.N.O. OR LINTEL
= 11'-4" T.O.M.
STANDARD LINTELS
8F20-OB/1T
0
STANDARD LINTEL NOTES
LEAR OPENING
8" UNFILLED
8F8-1 B / 8F8-0B18F16-1 B / 8F16 -0B 8F24-1B/8F24-0B
8F32-1 B / 8F32 -OB
1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
OPENINGS, U.N.O.
3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO
HAVE MIN. 8" BEARING EA. END
4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN
INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
5. (") ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
ADEQUATE FOR THE LOADS.
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
V-6" 2231 3069 / 3069 6113 / 6113 8974 / 8974 10000 / 10000
2'-2" 1783 1 3069/3069 6113/5163 8974/8054 10000 / 10000
2'-8" 1343 2693/2561 6113 / 3820 8974/5961 10000/8107
T-2" 1217 1 2165 / 1969 6113/2931 8672/4576 10000/6224
3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249
4'-0" 1 860 1 1651/1349 5365/1999 7342 / 3123 10000/4249
4'-6" 1 710 1 1423/1105 4360/1631 6036/2549 8328/ 3470
5-2" 570 1232 / 1232 3480/2580 8360/3586 1 8825/4592
6-2" 488 991/991 2661/2143 5681 / 2698 1 6472/3685
7'-0" 416 752/699 1843/1625 3486/2602 6390/3302
8'-0" 354 726/699 1843/1625 3486/2255 6205 / 2885
9'-2" 315 618/535 1533/1247 2781/1946 4754/2489
10'-0" 292 567/454 1366/1277 2423/1770 4006/2263
10'-8" 277 492/352 1254/1132 2193/1567 3552/2003
11'-2" 255 4711352 1075/1075 1838/1567 2883 / 2003
12'-0" 239 418/297 1075/1045 1838/1446 1 2883/1848
12'-8" 0 369/261 1002/984 1697/1361 2630 / 1738
13'-4" 0 32810 1234/0 1779/0 266210
14'-0"
0
292/0
1160/0
1660/0
2439/0
MATERIALS
16-0"
0
284/0
950/0
1379/0
1997/0
1. fc PRECAST LINTELS = 3500 PSI.
2. fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE
STRENGTH = 1900 PSI.
5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW
RELAXATION. 7/32 WIRE PER ASTM A510.
0 211 / 0 750/0 1177/0 167610
18'-8" 0 142/0 1 59810 1114/0 1 1468/0
20'-0" 0 180/0 1 598/0 1024/ 0 1441 / 0
20'-8" 1 0 145/0 1 550/0 981 10 1 1376/0
22'-8" 1 0 110/0 1 450/0 824/0 114710
RECESSED LINTELS -FILLED
;LEAR OPENING 8R6-1B/8R6-OB 8R14-1B/8R14-0B 8R22 -16/8R22 -OB
2'-4" 1694/1694 1 3725/3280 5499/5421
-8" 1425/1425 3343/3280 4933/4933
3'-0" 1230/1230 2769/2769 4085/4085
T
3'-4" 1081/920 2769 / 1716 1 4085/2839
4'-4" 846/833 2121/1716 3127/2839
5'-4" 664/572 1761/1761 2595/2595
64" 526/434 1539/1539 1 1329/2267
T-4" 480/322 1334 / 1334 1964/1552
8'-4" 415/235 1152/1162 1 1694/15528F8
FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER
FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
POWERS STEEL LINTELS MUST ALWAYS BE FILLED.
LINTEL DESIGNATION SCHEDULE
MARK
LINTEL
REQUIREMENTS
=
F FILLED WITH GROUT
U = UNFILLED
R =RECESSED &FILLED WITH GROUT
QUANTITY OF #5 REBAR
�— @
8F16-1B/1T BOTTOM OF LINTEL CAVITY
-� QUANTITY OF #5 REBAR AT TOP
NOMINAL HEIGHT
TYPE DESIGNATION NOMINAL WIDTH
O
8R6-0B/1T
0
-o6/1T
°O
8814-1B/1T
O
O
8F16-1B/1T
8R14-OB/1T
WALL LEGEND
0
8F16-0B/1T
1-1/2" CLEAR
MIN. GO
7-5/8" ACTUAL
8" NOMINAL WIDTH
FILLED
#5 REBAR AT TOP MIN. (1) REQ'D
C.M.U.
GROUT
#5 REBAR AT BOTTOM OF LINTEL
CAVITY
BOTTOM REINFORCING PROVIDED
IN LINTEL (VARIES)
cO
8F20-1B/1T
= 9'-4" T.O.M. =INTERIOR/EXTERIOR
BEARING WALLS VERIFY
= 1 VA" TOP OF HGT. W/ ARCHITECTURAL
KNEEWALL PLAN U.N.O. OR LINTEL
= 11'-4" T.O.M.
O
8F20-OB/1T
0
8R22-1B/1T
O
8F24-1B/1T
U J
Q z
O
8R22-0B/1T
O
8F24-0B/1T
O
8R30-1B/1T
0
8F32-1B/1T
0
8R30-0B/1T
0
8F32 -0B/1T
0
8F38 -1 B/1T
O
8F12 -1 B/OT
O
8F40 -1 B/1T
Ow
8F28 -1 B/1T
xO
8F40 -0B/1T
7-5/8" ACTUAL
8" NOMINAL WIDTH
FILLED
#5 REBAR AT TOP MIN. (1) REQ'D
C.M.U.
GROUT
#5 REBAR AT BOTTOM OF LINTEL
CAVITY
BOTTOM REINFORCING PROVIDED
IN LINTEL (VARIES)
N J
ID 16 Z 1-1/2" CLEAR
_ = J
LLJ Q o #5 REBAR AT TOP MIN. (1) REQ'D
o z w w TOP KNOCK OUT/ LINTEL BLOCK
U) O 1j) w COURSE
00 m Q e #5 REBAR AT BOTTOM MIN. (1)
n m J REQ'D
* 16 GA. POWERS STEEL BOXED
LU Uj
a z 7-5/8" ACTUAL LINTEL
8" NOMINAL WIDTH
POWERS STEEL
SAFE LOAD TABLE NOTES
1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED
LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL
RECESSED LINTELS BASED ON 4" NOMINAL BEARING.
2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF
SUPPORT.
8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
D08 REBAR SPLICE DETAIL LINTEL PLAN
SCALE: 3/4" = 7'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited
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9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
D08 REBAR SPLICE DETAIL LINTEL PLAN
SCALE: 3/4" = 7'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited
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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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OPENING SITTING ON MASONRY- WS06/SD5 (STRAPS/ BASE
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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.
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
CONSUMER SERVICES.
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6XW1.4XW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W1 MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN V.
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'4" U.N.O. VERITCALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED
WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. 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.
5. 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.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH
SIMPSON HSS2 STUD SHOES, TYP U.N.O.
7. 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.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
MASONRY IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/in' U.N.O. E = 1,500,000 Ibhn' U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft= 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
Fc 1= 450 Fc 1= 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 UNLESS
OTHERWISE SPECIFIED.
2. 5/8" TYPE W' GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE TrE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1, ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF/ 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-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-133).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ,b. 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.
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 DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED 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 WELLAS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURALSTEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI, TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC, SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL BE
%s' UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS,
FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY
ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD
INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED).
SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
J
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
(-) VALUE DENOTES SUCTION
AREA
O4
O5
S6
(+) 21.2
(+) 21.2
10
(-) 22.9
(-) 28.3
SDI
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
SD3
(+) 19.0
(+) 19.0
50
(-) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
2 -STORY DETAILS M,
X
H 19.8
22.0
GARAGE DOORS
9'-0" x T-0"
16-0" x 7'-0"
O
GENERAL STAIR DETAILS
(+)18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM (0,
�a
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 5th EDITION (2014). 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 AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
•
INDEX OF DRAWINGS
SHEET I SHEET TITLE
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NUMBER DATE
MASTER UPDATES
DESCRIPTION
1 110/21/20161 CREATED ELEV. A, B, C & OPTION BEDROOM#5
2 1 3/10/2017 1 UPDATED FOR GRADE 60 STEEL & SHEET NUMBERING
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