2904 Gipper Cir 18-2557 (a)GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MEANS AND METHODS STRUCTURAL STEEL
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
BEARING CAPACITY 2000 PSF CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, David Weekle Homes
TERMITE TREATMENT ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' 1
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF 2. STRUCT: CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS -13
SSTATIONS) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (SENTRICON BAITING SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND 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" REAGAN POINTE LOT
CAST IN PLACE CONCRETE \�
THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. JINDER STAIR PROTECTION DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL Vim+
-
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, 12.7MM GYPSUM BOARD. PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED MODEL 7413 ELEVATION A
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. ( )
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL
ASTM A-615 GRADE 40 MIN. IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, BE MI SH
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
„ SIZES, SPACING, &LOCATIONS OF STRUCTURAL MEMBERS CONNECTION GARAGE NORTH
WWF SHALL BE LAPPED AT LEAST 6 & CONTAIN AT LEAST ONE CROSS WIRE WITHIN AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER COLOR AS DIRECTED
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE ( ��� IU1111//�
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND MINIMUM G50 ZINC COATING BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE /�
,. .. PROTECTION. 2904 GIPPER CIRCLE * �� M
SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301. 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY `� �`�q.• N••'•.. �/� �i� 00 a
00
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF + "- 6•:� N Y O
AT EACH END SHALL BE PROVIDED. PRESERVATIVE WOOD TREATER. PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. SANFORD E 32773 - • . ¢ -. JJZ
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES_ •u �C Ltd 2
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF 2'� N �
CENTER TO UPPER 113 OF THE SLAB. ASTM F1667 �'�% ••• }, ttl < V
BOLTS AND THREADED RODS
PREFABRICATED WOOD TRUSSES
WIND SPEED (ULTIMATE) 139 mph
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
1._ ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
RISK CATEGORY II
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
INTERNAL PRESSURE COEFFICIENT +A0.18
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
EFFECTIVE
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
(PSF)
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
ELE-2
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
INTERIOR DETAILS
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AREA
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
AND STRUCTURAL PLANS FOR MORE INFO.
10
MASONRY WALL CONSTRUCTION
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
PLT -1
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
20
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
PSI (fm = 1900 PSI)
TRUSS ENGINEER OF RECORD
50
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
S2.1
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
LATEST EDITION OF ANSI TPI 1.
100
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
S5
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
MANUFACTURER UNLESS NOTED ON PLANS
GARAGE DOORS
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
. SD1
FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
GENERAL DETAILS
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
WIND PRESSURE/
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
TRUSS DESIGN LOADS:
COPY
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
TOP CHORD: Lr = 16 PSF
RECORD
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
ON LINEAR INTERPOLATION FOR THIS SITE.
POSITIONERS IN MIDDLE OF WALL
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
DL = 14 PSF (TRUSS OVERBUILD)
BUILDING CORNERS.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
BOTTOM CHORD: DL = 5 PSF
WITH THE LOWER EFFECTIVE AREAS.
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
MINIMUM FLOOR DESIGN LIVE LOADS:
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
A) FLOORS = 40 PSF B) BALCONIES =60 PSF/100 PSF (IF BALCONY > 100 SQ FT)
RESIDENTIAL, CURRENT EDITION.
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
C) DECKS = 40 PSF D) STAIRS = 40 PSF
�/
LL
L.L
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
MINIMUM FLOOR DESIGN DEAD LOADS:
♦
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF ;
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
GENERAL LOADING:
(0
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
ATTIC WITHOUT STORAGE = 10 PSF
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
ATTIC WITH LIMITED STORAGE = 20 PSF
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
_t
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
GENERAL TRUSS BRACING & BLOCKINO REQUIREMENTS
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
-ADDIT'L BRACING & BLOCKING PER BCSIA & TRUSS MANUFACTURER'S DWGS
REVIEWED FOR CODE COMPLIANCE
CONSOLIDATION.
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
WOOD CONSTRUCTION
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
PANS EXAMINER
"NATIONAL
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
01 -1
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC DESIGN
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
DATE
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
Q N
GRADED "NoA/No.2" BY NLGA, OR BETTER.
12d TOENAILS EACH END
3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"
SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.
4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF
SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.
5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING
WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING)
SHALL BE SPF#2 OR BETTER U.N.O..
6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING
(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL
HOLES OVER 1 IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
HSS2 STUD SHOES, TYP U.N.O.
11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY_
IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE
AWPA U1 STANDARD.
13. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ENGINEERED LUMBER
1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF
THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS).
2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS
DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER)
3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Wine U.N.O. E = 2,000,000 IbTin2 U.N.O. E = 1,500,000 Wine U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
Fc j = 450 Fc j = 900 Fc j = 450
Fv =285 Fv =285 Fv = 150
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
CONDITION U.N.O.
CEILING CONSTRUCTION
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
-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-B3).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
FIELD REPAIR NOTES
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND). i
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL WAN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/7-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 139 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +A0.18
TBA
WIND PRESSURE & SUCTION
EFFECTIVE
FIRST FLOOR PLAN
PLN -2
(PSF)
WIND
FIRST FLOOR UTILITY PLAN
ELE-2
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
INTERIOR DETAILS
INT -2
- VALUE DENOTES SUCTION
AREA
4)
O
10
(+) 21.2
(+) 21.2
PLT -1
(- 22.9
(- 28.3
20
(+) 20.2
(+) 20.2
(-) 22.0
- 26.4
50
(+) 19.0
(+) 19.0
S2.1
(-) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
S5
(- 19.8
- 22.0
GARAGE DOORS
9'-0" x 7'-0"
16'-0" x 7'-0"
. SD1
(+) 18.4
(+)177--
+ .(-)20.9
GENERAL DETAILS
(-)20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4 aI
5 5 .
a
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7.10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA_
BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME 1S 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
'4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER
SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -
RESIDENTIAL, CURRENT EDITION.
SANFO ID BUILDING DIVISION
A PERMIT ISSUED SHALL BE CONSTRUED TO BE A
LICENSE TO PROCEED WITH THE WORK AND NOT
S
AUTHORITY TO VIOLATE, E, CANCEL, ALTER OR SET
ASIDE ANY OF HE PROVISIONS OF THE TECHNICAL
CODES, NOR SHALL ISSUANCE OF A PERMIT PREVENT
THE BUILDING OFFICIAL FROM THEREAFTER
REQUIRING
CONST
CONSTRUCTION OR CORRECTION TIVIOLATIONS OF HIS CODE
COMPACTION TEST
REQUIRED
Results to be Verified
at Slab Inspection
0
SANFORD
O�fAR�'���
#1 g-255?
INDEX OF DRAWINGS
SHEET
SHEET TITLE
S1
STRUCTURAL NOTES &COVER
PHS
UPDATES
FS -1
FIRST FLOOR FOUNDATION FORMS PLAN
TBA
TIE BEAM PLAN
PLN -1
FIRST FLOOR PLAN
PLN -2
SECOND FLOOR PLAN
ELEA
FIRST FLOOR UTILITY PLAN
ELE-2
SECOND FLOOR UTILITY PLAN
INT -1
INTERIOR DETAILS
INT -2
HALF WALL STAIR SECTION DETAILS
ELVA
FRONT & REAR ELEVATIONS
ELV-2
SIDE ELEVATIONS
RFP -1
ROOF PLAN _
PLT -1
PLOT PLAN
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FOUNDATION: PLAN`..
S2.1
DOWEL PLACEMENT PLAN
S3
FOUNDATION DETAILS
S4
LINTEL PLAN
S5
FIRST FLOOR FRAMING PLAN
S5.1
NOTES & CONNECTOR LEGEND
S5.2
ROOF FRAMING PLAN
. SD1
GENERAL DETAILS -
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
S D4
TWO STORY DETAILS
SD5
TWO STORY DETAILS
ST1
GENERAL STAIR DETAILS
MASTER UPDATES
NUMBER
DATE
DESCRIPTION
INTIALS
1
9/6/2017
CREATED ELEV. A & B W/ OPTIONS FRENCH DOORS @ FAMILY &
SUPER FAMILY ROOM
DP
2
10/3/2017
UPDATED PORCHES TO BEAMS ILO LINTELS
JW
3
12/15/2017
UPDATED EVANS SQUARE TO STEM WALL AND ADDED REAGAN
POINTE VERSION (ACCU-SPAN)
JW
4
2/28/2018
PLANS HAVE BEEN UPDATED TO MEET F.B.0 6TH EDITION (2017)
RESIDENTIAL
DJ
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES LLC. An use duplication, or transfer of these documents Y p cu ents without the expressed, written consent of MONTA CONSULTING &DESIGN, OF WMR &ASSOCIATES, LLC is strictly prohibited.
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* STAIR TRIM PER COMMUNITY SPECS. SEE INT DETAIL
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WINDOW IS LOCATED MORE THAN 72 INCHES ABOVE THE FINISHED GRADE OR SURFACE
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* TUB/SHOWER WALL HT. VARIES PER TUB MAN. TUB/WALL HTS 20" OR 23" PER TUB SPECS.
VERIFY IN FIELD
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COMMUNITY & COUNTY CODES.CC3 00
- ♦ /
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL'•• O o
W
. 2� Y
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE LL6. ; N J Z
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION O Q *0 J : 2 U
INSTRUCTIONS.w _ 0 a = )E!� Q
o' O; Z = e -i 0 J
9. NO WOOD STAKES PERMITTED IN FOUNDATION. 7.� z LLI
�. Q
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED �• W ��i,.. .. Q
•••••N•
♦♦ >_ O
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED 1411 * PR �♦ m U_
I—11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD W
FOOTING STEP DOWN AND CORNER INFORMATION. . 0
O
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12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE (9
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH Z
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION O LU
J
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER m Q
COMPACTION: 2000 P (SEE SOILS REPORT AND SPECIFICATIONS Q
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO 0
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. W
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, W
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR ). LL
O
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 z
PSF. O Z
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO >
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE F -
FO STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND a
FOOTING SIZES PENDING DEPTH OF STEMWALL. W V
S3 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE I= -
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE —STOP - °U)
CONTACT E.O.R. PRIOR TO CONSTRUCTION Q Q
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING 2
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE ~
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION W
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY a
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET. OV
Z W
FOOTING SCHEDULE M
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I- 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. W U
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SYMBOLS LEGEND ��w
o _ja a
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■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO ~ O W O
TIE BEAM ( 8'-0" MAX U.N.O.) z N
O
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG.
TO TIE BEAM. W STRUCTURAL ENG: RMG
co DRAFTING:
W
0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. Of STRUCT: JW
jQC CHECK: EA
Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. Of JOB No. DWH-0205194
#5 CONT. FT.G TO TIE BEAM.
Q SCALE: AS INDICATED
DATE: 05/14/18
F ND z
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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.
FOUNDATION NOTES.
1. . PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
14'-0"
SECTION R506.2.3 FOR REQUIRED LOCATIONS
8"
2. PROVIDE 3-1/2" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE
13'-4"
FABRIC PLACED AT MIDDLE OR UPPER 1/3 OVER SLAB DEPTH ON 6 MIL.
FO
A/C PAD
VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO
FO
WWF, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET
FORTH IN CURRENT CODE EDITION).
- - - - -
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 25".
~\I
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5. EXTERIOR SLABS SHALL SLOPE I/8" PER FOOT AWAY FROM HOUSE.
F 1
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE TARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
S3
I
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIA R
USE ALTERNATE APPROVED METHOD.
J
Q
30'-0"
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
F- %1111111//11 rn
1 � //// W cl
I
COMMUNITY & COUNTY CODES.CC3 00
- ♦ /
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL'•• O o
W
. 2� Y
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE LL6. ; N J Z
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION O Q *0 J : 2 U
INSTRUCTIONS.w _ 0 a = )E!� Q
o' O; Z = e -i 0 J
9. NO WOOD STAKES PERMITTED IN FOUNDATION. 7.� z LLI
�. Q
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED �• W ��i,.. .. Q
•••••N•
♦♦ >_ O
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED 1411 * PR �♦ m U_
I—11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD W
FOOTING STEP DOWN AND CORNER INFORMATION. . 0
O
U
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE (9
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH Z
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION O LU
J
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER m Q
COMPACTION: 2000 P (SEE SOILS REPORT AND SPECIFICATIONS Q
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO 0
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. W
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, W
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR ). LL
O
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 z
PSF. O Z
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO >
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE F -
FO STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND a
FOOTING SIZES PENDING DEPTH OF STEMWALL. W V
S3 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE I= -
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE —STOP - °U)
CONTACT E.O.R. PRIOR TO CONSTRUCTION Q Q
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING 2
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE ~
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION W
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY a
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET. OV
Z W
FOOTING SCHEDULE M
O
I- 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. W U
N O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. a-
9 o BARS & 3" MIN. COVER TO EDGE OF CONC. = 77 A
12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24 SIDE @3" O.C. & MIN W L z
1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" O0 °
BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. p U
24"x24"x12" dp w/ #5's EQUALLY SPACED EA. F . z�
2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. > z ° — p
BARS & 3" MIN. COVER TO EDGE OF CONC. O0 Q In
28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 0- Z z
2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. L,j
BARS & 3" MIN. COVER TO EDGE OF CONC. ofO
0
30"x30"x12" dp w/ #5's EQUALLY SPACED EA. U � LL J J
2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. 0 10 rn w
BARS & 3" MIN. COVER TO EDGE OF CONC.06 W z'' E
32"x32"x12" dp w/ #5's EQUALLY SPACED EA. Q F- Z C=,)) ti rn 8
2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O Q Z U O o M
FO BARS & 3" MIN. COVER TO EDGE OF CONC. U E: 0 � m LL N
S3 36"x36"x12" dp w/ #5's EQUALLY SPACED EA WO u J z J (D - o r o
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W.z J Q z °o ¢ v
BARS & 3" MIN. COVER TO EDGE OF CONC. O I-- O7 z F- � 2 z q
42"x42"x12" dp w/ #5's EQUALLY SPACED EA. Q I-- O Z Q < w Y =
3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. UO O � g a
BARS & 3" MIN. COVER TO EDGE OF CONC. J W Q � 0
42"x42"x16" dp w/ #5's EQUALLY SPACED EA. W LJ,J �- tL V o
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. _ Z Q
BARS & 3" MIN. COVER TO EDGE OF CONC. 2 (n O
H
48"x48"x12" dp w/ #5's EQUALLY SPACED EA. �
4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. W
BARS & 3" MIN. COVER TO EDGE OF CONC. Z
48"x48"x16" dp w/ #5's EQUALLY SPACED EA. Q
4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 0 M
BARS & 3" MIN. COVER TO EDGE OF CONC. O
48"x48"x24" dp w/ #5's EQUALLY SPACED EA. U Q N
4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. Q M
BARS & 3" MIN. COVER TO EDGE OF CONC. Z > J
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.LU
w LU LL
WAY 4.3 BARS &I N. 3" M IN. OREDGE OF CONC. MIN (7) # 5 E.W. a NCE BETWEEN w Q Q
54"x54"x16" dp w/#5's EQUALLY SPACED EA. J
8>
.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. (D Vi J �" � O
BARS & 3" MIN. COVER TO EDGE OF CONC. Z w w r' LL
54"x54"x24" dp w/#5's EQUALLY SPACED EA. 0 m I-- Z
WAY MIN. 2 HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. J 0
BARS & 3" MIN. COVER TO EDGE OF CONC. O =
60"40"x16" dp w/#5's EQUALLY SPACED EA. Z
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W.w W V H V
BARS & 3" MIN. COVER TO EDGE OF CONC. _ _J Z
66"x66"x16" dp w/#5's EQUALLY SPACED EA.~ M O
5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. z LJJ � a W
BARS & 3" MIN. COVER TO EDGE OF CONC. i5 w ti a
SYMBOLS LEGEND ��w
o _ja a
�
�o
■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO ~ O W O
TIE BEAM ( 8'-0" MAX U.N.O.) z N
O
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG.
TO TIE BEAM. W STRUCTURAL ENG: RMG
co DRAFTING:
W
0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. Of STRUCT: JW
jQC CHECK: EA
Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. Of JOB No. DWH-0205194
#5 CONT. FT.G TO TIE BEAM.
Q SCALE: AS INDICATED
DATE: 05/14/18
F ND z
OU ATION PLAN W
0
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S2
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.
14'-0"
16'-0" (2 -STORY FTG)
8"
13'-4"
FO
A/C PAD
FO
S3
S3
■
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F 1
F1
S3
S3
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■
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2
2
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1'-0"
I
I0'-0"
FIN. FLR
Q
I3-1/2"
THICK CONC. SLAB W/ 6X6
00 I
(
W/1.4 X W/1.4 W.W.F. OVER 6
In
MIL VAPOR BARRIER OVER
COMPACTED FILL.
I I
O
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14'-7 3/4"
15'-4 1/4"
I
2
2 FO
S3
.
FO
S3
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S3
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•
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DO
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3'-10"
5'-10"
1'-8" D
16'-0"
(2 -STORY.
V-0"
FTG)
6'-10"
19'-4"
(2 -STORY
FTG)
30'-0..
COMMUNITY & COUNTY CODES.CC3 00
- ♦ /
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL'•• O o
W
. 2� Y
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE LL6. ; N J Z
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION O Q *0 J : 2 U
INSTRUCTIONS.w _ 0 a = )E!� Q
o' O; Z = e -i 0 J
9. NO WOOD STAKES PERMITTED IN FOUNDATION. 7.� z LLI
�. Q
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED �• W ��i,.. .. Q
•••••N•
♦♦ >_ O
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED 1411 * PR �♦ m U_
I—11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD W
FOOTING STEP DOWN AND CORNER INFORMATION. . 0
O
U
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE (9
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH Z
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION O LU
J
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER m Q
COMPACTION: 2000 P (SEE SOILS REPORT AND SPECIFICATIONS Q
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO 0
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. W
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, W
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 (MODIFIED PROCTOR ). LL
O
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 z
PSF. O Z
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO >
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE F -
FO STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND a
FOOTING SIZES PENDING DEPTH OF STEMWALL. W V
S3 15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE I= -
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE —STOP - °U)
CONTACT E.O.R. PRIOR TO CONSTRUCTION Q Q
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING 2
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE ~
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION W
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY a
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET. OV
Z W
FOOTING SCHEDULE M
O
I- 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. W U
N O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (2) # 5 E.W. a-
9 o BARS & 3" MIN. COVER TO EDGE OF CONC. = 77 A
12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 24 SIDE @3" O.C. & MIN W L z
1A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN (3) #5 PARALLEL TO 12" O0 °
BARS & 3" MIN. COVER TO EDGE OF CONC. SIDE 6" O.C. p U
24"x24"x12" dp w/ #5's EQUALLY SPACED EA. F . z�
2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (3) # 5 E.W. > z ° — p
BARS & 3" MIN. COVER TO EDGE OF CONC. O0 Q In
28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 0- Z z
2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. L,j
BARS & 3" MIN. COVER TO EDGE OF CONC. ofO
0
30"x30"x12" dp w/ #5's EQUALLY SPACED EA. U � LL J J
2.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (4) # 5 E.W. 0 10 rn w
BARS & 3" MIN. COVER TO EDGE OF CONC.06 W z'' E
32"x32"x12" dp w/ #5's EQUALLY SPACED EA. Q F- Z C=,)) ti rn 8
2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W. O Q Z U O o M
FO BARS & 3" MIN. COVER TO EDGE OF CONC. U E: 0 � m LL N
S3 36"x36"x12" dp w/ #5's EQUALLY SPACED EA WO u J z J (D - o r o
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (5) # 5 E.W.z J Q z °o ¢ v
BARS & 3" MIN. COVER TO EDGE OF CONC. O I-- O7 z F- � 2 z q
42"x42"x12" dp w/ #5's EQUALLY SPACED EA. Q I-- O Z Q < w Y =
3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. UO O � g a
BARS & 3" MIN. COVER TO EDGE OF CONC. J W Q � 0
42"x42"x16" dp w/ #5's EQUALLY SPACED EA. W LJ,J �- tL V o
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (6) # 5 E.W. _ Z Q
BARS & 3" MIN. COVER TO EDGE OF CONC. 2 (n O
H
48"x48"x12" dp w/ #5's EQUALLY SPACED EA. �
4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. W
BARS & 3" MIN. COVER TO EDGE OF CONC. Z
48"x48"x16" dp w/ #5's EQUALLY SPACED EA. Q
4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (7) # 5 E.W. 0 M
BARS & 3" MIN. COVER TO EDGE OF CONC. O
48"x48"x24" dp w/ #5's EQUALLY SPACED EA. U Q N
4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. Q M
BARS & 3" MIN. COVER TO EDGE OF CONC. Z > J
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.LU
w LU LL
WAY 4.3 BARS &I N. 3" M IN. OREDGE OF CONC. MIN (7) # 5 E.W. a NCE BETWEEN w Q Q
54"x54"x16" dp w/#5's EQUALLY SPACED EA. J
8>
.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (8) # 5 E.W. (D Vi J �" � O
BARS & 3" MIN. COVER TO EDGE OF CONC. Z w w r' LL
54"x54"x24" dp w/#5's EQUALLY SPACED EA. 0 m I-- Z
WAY MIN. 2 HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W. J 0
BARS & 3" MIN. COVER TO EDGE OF CONC. O =
60"40"x16" dp w/#5's EQUALLY SPACED EA. Z
O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (9) # 5 E.W.w W V H V
BARS & 3" MIN. COVER TO EDGE OF CONC. _ _J Z
66"x66"x16" dp w/#5's EQUALLY SPACED EA.~ M O
5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W. z LJJ � a W
BARS & 3" MIN. COVER TO EDGE OF CONC. i5 w ti a
SYMBOLS LEGEND ��w
o _ja a
�
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■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO ~ O W O
TIE BEAM ( 8'-0" MAX U.N.O.) z N
O
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG.
TO TIE BEAM. W STRUCTURAL ENG: RMG
co DRAFTING:
W
0 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. Of STRUCT: JW
jQC CHECK: EA
Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. Of JOB No. DWH-0205194
#5 CONT. FT.G TO TIE BEAM.
Q SCALE: AS INDICATED
DATE: 05/14/18
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OU ATION PLAN W
0
zoW
S2
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.
SYMBOLS LEGEND
■ INDICATES GROUT FILLED CELL WITH (1) VERT. #5 CONT. FTG. TO
TIE BEAM ( 8'-0" MAX U.N.O.)
• INDICATES GROUT FILLED CELL WITH (2) VERT. #5 CONT. FTG.
TO TIE BEAM.
m INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.`
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT.
#5 CONT. FT.G TO TIE BEAM.
(1) # 5 @ TOP, BOTTOM 171& @ 24" O.C.
VERTICALLY BETWEEN
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HOUSE CMU Q
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JOB No. DWH-0205194
Q SCALE: AS INDICATED
DATE: 05/14/18
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DOWEL PLACEMENT PLAN
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ly
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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 strict) prohibited.
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(1) #5 FROM FTG. TO (1) #5 FROM FTG. TO IF BEARING WALL HOLD BRG WALL BACK 2x BRG WALL PER A
BOND BEAM IN FULLY 2x BRG WALL PER
' BOND BEAM IN FULLY PENDING SITE ABOVE -WALL SO GYP FINISH. IS PLAN AND BEARING
GROUTED CELL. PLAN AND BEARING.
GROUTED CELL. PENDING SITE • � CONDITIONS, SEE ANCHOR TO HAVE MIN. FLUSH W/ WALL SCHEDULE
REFER TO MD08 FOR ° �'� REFER TO MD08 FOR DETAIL MF20 FOR 7" EMBEDMENT BELOW FOUNDATION BELOW WALL SCHEDULE
CONDITIONS, SEE
SPLICE INFORMATION SPLICE INFORMATION DEEP MONO MIN 5"
DETAIL MF20 FOR t CONC. SLAB PER LOWEST STEP OF CONC. SLAB PER 2x P.T. BASE PLATE
� `'' CURB FOUNDATION PLAN - CLEAN COMPACTED
• DEEP MONO w M ��I FOUNDATION PLAN in FILL 95% STANDARD
MASONRY WALL U) w c� @
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SEE PLAN COVER TYP. z ¢
CONCRETE SLAB PER _• '� cn ¢ > 2x P.T. BASE PLATE FOUNDATION PLAN
CONCRETE SLAB PER _ '° FOUNDATION PLAN w CONCRETE SLAB PER w
FOUNDATION PLAN I VARIES ;t. Q FOUNDATION PLAN a d
SEE PLAN . �.. e d d •... ,..., .:: ; ..'.: '.
= d . _ _I I ° GRADE =.. ' — 11- • ' Z — -III—III III — 1=I l l lily
GRADE _I — — - = III
°° I I— I I_ ' : :�• — Z = — i 1=—i= , — ElE Z -1 I 1
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°O I _ (1) #5 BAR CONT.
(, , I I , ,) I,—, 1 (2) #5 BARS CONT_ W/ ¢
=I I I_I I I I I—I (� W/ 3" COVER TYP. I 118,E I i 16" 4" 3" COVER TYP. 8„ 8„ 8„ 8„ 4Z11. �
I (2) #5 BARS CONT. ' I (� _ -
���j(2) #5 BARS CONT. 1 I ,III,; ,,,,, " I CLEAN COMPACTED CLEAN COMPACTED 7�' W/ 3 COVER TYP. FILO @ 95% STANDARD (2) #5 BARS CONT.. W/W/ 3 COVER TYP. FILL 95% STANDARD 6" 8" 8' 10" ,••••••• /jj�� DD WCLEAN COMPACTED @ 3' COVER TYP. .•. 00
FILL @ (2) #5 BARS CONT. W/1 " JZ
8"V-0��DENSITY %STANDARD 8" 1'-0" DENSITY DENSITY CLEAN COMPACTED -: o u_ •6 •• �'� 0 2 0
3 COVER TYP. CLEAN COMPACTED _ O �_. _j _ � Q _U
WHERE 2ND STORY OCCURS, FTG FILL @ 95% STANDARD FILL @ 95% STANDARD - 3 w oTo C oC� Q -r„� 0 _j
DENSITY = W` O• Z z
' WHERE 2ND STORY OCCURS, FTG SHALL BE 1'-4" WIDE W/(3) #5 BARS WHERE 2ND STORY OCCURS, FTG DENSITY WHERE 2ND STORY OCCURS, FTG WHERE 2ND STORY OCCURS, FTG v: �O } , W p
SHALL BE 1'-4" WIDE W/(3) #5 BARS SHALL BE V-8" WIDE W/(3) #5 BARS SHALL BE V-8" WIDE W/(3) #5 BARS SHALL BE 1'-8" WIDE WI(3) #5 BARS �� �Z�ij� : Q Q
• �! } O
AFO TYPICAL EXTERIOR FOOTING AFO TYPICAL GARAGE CURB FOOTING AFO NON-BEARING SLAB STEP DOWN FO DOUBLE STEP FOOTING FO BEARING SLAB STEP DOWN AFOkFOOTING AT INTERIOR BEARING �r►n1111,��``�
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NOTE TO CONTRACTOR: z
ALL REINFORCEMENT SPECIFIED IN PLAN VERIFY W/ DETAILS FOR REQ'D VERIFY W/ DETAILS FOR REQ'D 0 W
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FII . I. -I ((— —_ — I- .- III- CONT. BARS. MAINTAIN -' r`r�i — _ — — — I_ J
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11=1 I I III III—III—I —I I, I—I A....
(2) #5 BARS CONT. —I I I I 11= I I I I =1 I I ¢
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BEND EACH CONT. #5 PER MFG CLEAN COMPACTED
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(2) #5 BARS CONT.. :.• . �: - �.. u�
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DENSITY WHERE 2ND STORY OCCURS, FTG U
SHALL BE 1`-4" WIDE W/(3) #5 BARS DETAIL MD08 ON 1/2" FIBER EXPANSION SHALL BE V-4" WIDE W/(3) #5 BARS o I j
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PIPE PARALLEL TO FND 3/4"=1 w J
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MIN. (2) #5 DOWEL W/ TOP COURSE TO BE CHAIRTg J
CONC. SLAB PER ALL REINFORCEMENT SHALL CONC. SLAB PER MIN. 6" EMBED. INTO BLOCKS. ENTIRE BASE TO BE WOOD POST PER PLAN C7 J M O
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MONO DEPTH EXCEEDS 26", IF I ' 1 DIMENSIONS ABOVE. POUR WITH Q WRT j3" W
_ DEPTH IS LESS THAN 26 , a
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BARS ARE NOT REQ'D _I I Ad
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III—III I �- —III— _ III I —III—III I , _ -STRUCT: JW
IF DEPTH < 26" THESE — = :P '.. :.• =1 I o IF DEPTH < 26" THESE I ,° •.: ::' _ — o �.r..�-r: p �a�.'� !r �.�'1 �' 1' I I I U I (—I I DENSITY
I I I I III— I I I III—I I I- _
_ V QC CHECK: EA
_91 !k _ JOB No. DWH-0205194
BARS ARE NOT REQ'D ' 1= �° . = I BARS ARE NOT REQ'D _I �" — _ — — —• • : • ' -
-) I=III= CLEAN COMPACTED -I I=1 I I—I — — — — — — — — —
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DENSITY DENSITY AT CORNERS: SPLICE PER PLAN F- DATE: 05/14/18
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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DEPTH EXCEEDS 26", _ _ =1 g DEPTH EXCEEDS 26", —_ _ _ — a . ° • , : f, . :: I ' .-• ... I I= O =I (_� I�f l FILL @ 95% STANDARD
III—III I �- —III— _ III I —III—III I , _ -STRUCT: JW
IF DEPTH < 26" THESE — = :P '.. :.• =1 I o IF DEPTH < 26" THESE I ,° •.: ::' _ — o �.r..�-r: p �a�.'� !r �.�'1 �' 1' I I I U I (—I I DENSITY
I I I I III— I I I III—I I I- _
_ V QC CHECK: EA
_91 !k _ JOB No. DWH-0205194
BARS ARE NOT REQ'D ' 1= �° . = I BARS ARE NOT REQ'D _I �" — _ — — —• • : • ' -
-) I=III= CLEAN COMPACTED -I I=1 I I—I — — — — — — — — —
2) #5 BARS CONT. W/ , , — — — — — _ _ _ _ _ _ =I cn
CLEAN COMPACTED I I—III—III—I I —REINFORCEMENT J SCALE AS INDICATED
3 COVER TYP. 1-4' FILL @ 95 /o STANDARD 3" COVER TYP. NT_ W/ I I I — FILL @ 95
�� � � o " I I III 1'-4". _ 95% STANDARD CONTINUOUS THROUGH COLUMN BASE.
DENSITY DENSITY AT CORNERS: SPLICE PER PLAN F- DATE: 05/14/18
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
30NTRACTORTOVERIFYAT CORNERS PRECAST"U" METAL LATH OR WIRE SCREEN PRECAST LINTEL LOAD TABLE GENERAL CONCRETE LINTEL SCHEDULE
THE GROUT IS LEVEL PROVIDE LINTEL W/ 3000 OVER COURSES NOT REQ'D
WITH TOP OF BLOCK FOR STANDARD #5 psi CONC. PER TO BE FILLED. (SHEET METAL LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING APPROVED LINTEL MANUFACTURERS:
DROPER TRUSS/ FLOOR HOOK BAR. LAP LINTEL PLAN. IF & PAPER FELT PROHIBITED) APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., AND LOTT'S CONCRETE CASTE -CRETE, QUALITY, AND LOTTS
SYSTEM BEARING (MIN 3") OTHER BARS INTO REBAR IS TYPICAL TRUSS ANCHOR PER PLAN
CORNER AS REQ'D INDICATED IN PROVIDE SCREEN WHEN BLOCK BELOW STANDARD LINTELS STANDARD LINTEL NOTES
LINTEL,: TO BE HOOK PER IS NOT REQUIRED TO BE FILLED CLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -0B 8F16-1 B / 8F16 -0B 8F24-1B/8F24-0B 8F32-1B/8F32-0B
HOOKED INTO MD08 V-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
SIDE VERTICALS STANDARD 90 DEGREE HOOK 1 12'-2" 1783 3069 ! 3069 6113 / 5163 8974 / 8054 10000 / 10000 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
d .. = °. _ •_ ° d a TYP. BOND BEAM 8" x 8" x 16" K.O.
2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107
d.
OPENINGS U.N.O.
° —_ a— i°— ' '� a - LU LINTEL BLOCK FILL w/ 3000 psi CONC. w/ X-2" 1217 2165 / 1969 6113 / 2931 8672/4576 10000/6224 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO
° ° (1) #5 DIA REBAR 3'-4" 1006 1663 / 1349 5365 / 1999 7342 / 3123 10000 / 4249 HAVE MIN. 8" BEARING EA. END
" '
4-0 860 1651 / 1349 5365 / 1999 7342 / 3123 10000 / 4249
O 4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN
ga of w w Z 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
Ow ❑ w 5'-2" 570 1232/1232 3480/2580 8360 / 3586 8825/4592
g ENGINEERING LETTER IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL
13'-4" 0 328/0 1234/0 1779/0 2662/0 SUPPLIERS EC T R O S LE NSTRUCTI H 0 LL A-09 � N Y
8' x 8' x 16 CMU U.N.O. cr O O:-1 '__j z
14'-0" 0 292/0 1160/0 1660/0 2439/0 tZ w w; Q
INDICATES FILLED CELL FROM FTG. TO TIE 16'-0" 0 284 / 0 950 / 0 1379 / 0 1997 / 0 1WCal * Q O: Z re --1 Q
z • , „ MATERIALS � -4. o _ ❑
O : I I .� BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE 18 -0 0 211/0 750/0 1177/0 1676/0 S W �C•.• > LLI Q
• MD08 FOR LAP INFO. 18'-8" 0 142 / 0 598 / 0 1114 / 0 1468 1468/0 ••�5 Q z ❑
1. fc PRECAST LINTELS = 3500 PSL
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FILLED CELL AND REBAR (TYP). MORTAR 20'-8" 0 145/0 550/0 981/0 1376/0 3. GROUTED PER ASTM C476 f 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. vrr# <<� M LL
9 P rr� rrc� m
JOINTS SHOULD NOT BE CUT 22'-8" 0 110/0 450/0 824/0 1147/0 z
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W1 MINIMUM NET AREA COMPRESSIVE F -
RECESSED LINTELS -FILLED to
a - SEE FOUNDATION FOR FOOTING STRENGTH = 1900 PSL w
. " CLEAR OPENING 8R6-1 B/8R6-0B 8R14-1 B/8R14-0B 8R22-1 B/8R22-OB ❑
• . I :�
2'-4" 1694 / 1694 3725 / 3280 5499 / 5421 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW O
2'-8" 1425/1425 3343/3280 4933/4933 RELAXATION. 7/32 WIRE PER ASTM A510:
C9
3'-0" 1230/1230 2769/2769 4085/4085 z
1081/920 2769/1716 4085/2839 LINTEL DESIGNATION SCHEDULE
° 4'-4" 846/833 2121/1716 3127 / 2839 ❑ Q
F = FILLED WITH GROUT
5'-4" 664 /572 1761 /1761 2595/2595 MARK LINTEL Q 0
6'-4" 526/434 1539/1539 1329/2267 REQUIREMENTS U = UNFILLED ❑
DO TYPICAL MASONRY CONSTRUCTION 7'-4" 480/322 1334/1334 1964/1552 R =RECESSED &FILLED WITH GROUT O
8'-4" 415/235 1152/1152 1694/1552 O 8R6-1 B/1T QUANTITY OF #5 REBAR @ w
SCALE: 3/a"= r-0° BOTTOM OF LINTEL CAVITY w
Q 8F8-1B/1T 8F16-1B/1T
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER U_
_ 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. 0 8R14-16/17 QUANTITY OF #5 REBAR AT TOP O
z
0° NOMINAL HEIGHT O
8F16-1B/1T � Z
TYPE DESIGNATION NOMINAL WIDTH � O
O 8R14-0B/1T 0 F-
a a.
O 8F16-0B/1T 1-1/2" CLEAR w
U
8F20-1B/1T _j O O W
0 H 8F20-OB/1T #5 REBAR AT TOP MIN. (1) REQ'D Q
a z C.M.U.
O 8R22-1B/1T GROUT
(2) 2X8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) O 8F24-1B/1T z ° #5 REBAR AT BOTTOM OF LINTEL w
2X8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR CAVITY a
HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. X 2-3/4" TAPCONS O 8R22-0B/1T BOTTOM REINFORCING PROVIDED 2
7-5/8" ACTUAL IN LINTEL (VARIES) OU
OR EQUAL INTO MASONRY & (6) 10d NAILS INTO HEADER. NAIL EACH 4'-0" 4'-0" W
nn 8" NOMINAL WIDTH ❑
PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS O 8F24-OB/1T z
STAGGERED @ 6" O.C. AND MIN 2" FROM ENDS. O O FILLED cliQ
SEE PLAN FOR TOP OF WALL AND LINTEL INFO Q 8R30-1B/1T T of
t.--.
10'-8" _ _- O 8F32-16/17 1-1/2" CLEAR a U °
OMIN.
J
— C7 U
t
..LINTEL PER PLAN 8F32 -OB/1T J #5 REBAR AT TOP MIN. (1) REQ'D O Pa
Q z C.M.U. U # ,
.'.' TRANSOM OPENING LO 8F38 -1 B/1T g o
8F12 -1 B/1T Z 0 a m
,•- _f a
X BOTTOM REINFORCING PROVIDED
-
WINDOW BY BUILDER D +: O 8F40 -OB/1T 7-5/8* ACTUAL IN LINTEL (VARIES) ^^
w 8F8 -OB/1T 8" NOMINAL WIDTH f— L.L.. n
SEE WF01/SD2 FOR O U W �
/ MORE INFO
1' x BFao -18/17 UNFILLED J 06 w Z?^ E
O U) W F- w n c4
SEE DOWEL LAYOUT O o J LL� N
PLAN FOR FILLED CELL SAFE LOAD TABLE NOTES a F-- z " >
❑ (h D -
•. L U 4 m J C
., INFO. MIN. (1) IS READ LL Z J cA o ❑ o
JG, -
REQUIRED
ON EITHER SIDE OF 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED O W Q o o caOPENING U.N.O. 3'-0" LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL p Fes- ❑ - z. ui o
RECESSED LINTELS BASED ON 4" NOMINAL BEARING. U0 W o wE2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. OW Q � toDOOR OR WINDOW OPENw WL_ 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR_Z O
MAX 4 -0 ? rn ZREFER TO DESIGN PLANS FOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING IN -FILL FRAMING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
DIMENSIONS 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. z
IIDO LINTEL W� TRANSOM DETAIL 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY z
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF ❑ M
3/4"=1'-0" 16'-0" SUPPORT. O �
COLUMN BASE HEIGHT
PER ARCHITECTURAL O 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. Q Q C4
PLANS
M
��I •
GRADE 40
GRADE 60
N (j a
6'-2"
488
991/991
2661/2143
5681/2698
6472/3685
`- .
NO
-SHEAR WALL T OPENING
"D„
' TYPI AL SHEAR WALL
SEGMENT
t
° d
L., z v O o w
7'-0"
416
752 / 699
1843/1625
3486/2602
6390/3302
5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
d
18
#4
21/2
° •. al
BOTTOM STEEL IN LINTEL IF
INDICATE SHOULD HOOK INTO
20
co w
CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
121/2
24
#5
8'-0" 354 726 / 699 1843 / 1625 3486 / 2255 6205 / 2885
9'-2"
315
618/535
1533/1247
2781/1946
4754/2489
z
#6
VERTICAL CELLS PER MD08
a e •° 4• "
ADEQUATE FOR THE LOADS.
30
41/2
81/16
181/2
36
#7
• _
�.
.
! :'-a°—'
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
35
51/4
913/16
10'-0"
292
567/454
1366/1277
2423/ 1770
4006/2263
N
ROUGH OPENING PER PLAN—
— d
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
Q
„
10 -8 277 492/352 1254/1132 2193/1567 3552/2003
d
•
".
STD. 90 DEGREE ANGLE 3000 psi
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
cn
% M
11'-2"
255
471/352
1075/1075
1838/1567
2883/2003
•: ..
I
I
CONC. w/ (1) #5 DIA. REBAR
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
P S MCD IS NO ESP N IB FOR CO ON MEANS AND MET ODS••
•..••""••h��j�ii � a
- 00
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 SUPPLIERS EC T R O S LE NSTRUCTI H 0 LL A-09 � N Y
8' x 8' x 16 CMU U.N.O. cr O O:-1 '__j z
14'-0" 0 292/0 1160/0 1660/0 2439/0 tZ w w; Q
INDICATES FILLED CELL FROM FTG. TO TIE 16'-0" 0 284 / 0 950 / 0 1379 / 0 1997 / 0 1WCal * Q O: Z re --1 Q
z • , „ MATERIALS � -4. o _ ❑
O : I I .� BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE 18 -0 0 211/0 750/0 1177/0 1676/0 S W �C•.• > LLI Q
• MD08 FOR LAP INFO. 18'-8" 0 142 / 0 598 / 0 1114 / 0 1468 1468/0 ••�5 Q z ❑
1. fc PRECAST LINTELS = 3500 PSL
° d PROVIDE CLEAN OUT OPENING @ GROUT 20'-0" 0 180 / 0 598/0 1024/0 1441/0 2. fc PRESTRESSED LINTELS = 6000 psi. •�� ��� yQ- O
FILLED CELL AND REBAR (TYP). MORTAR 20'-8" 0 145/0 550/0 981/0 1376/0 3. GROUTED PER ASTM C476 f 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. vrr# <<� M LL
9 P rr� rrc� m
JOINTS SHOULD NOT BE CUT 22'-8" 0 110/0 450/0 824/0 1147/0 z
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W1 MINIMUM NET AREA COMPRESSIVE F -
RECESSED LINTELS -FILLED to
a - SEE FOUNDATION FOR FOOTING STRENGTH = 1900 PSL w
. " CLEAR OPENING 8R6-1 B/8R6-0B 8R14-1 B/8R14-0B 8R22-1 B/8R22-OB ❑
• . I :�
2'-4" 1694 / 1694 3725 / 3280 5499 / 5421 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW O
2'-8" 1425/1425 3343/3280 4933/4933 RELAXATION. 7/32 WIRE PER ASTM A510:
C9
3'-0" 1230/1230 2769/2769 4085/4085 z
1081/920 2769/1716 4085/2839 LINTEL DESIGNATION SCHEDULE
° 4'-4" 846/833 2121/1716 3127 / 2839 ❑ Q
F = FILLED WITH GROUT
5'-4" 664 /572 1761 /1761 2595/2595 MARK LINTEL Q 0
6'-4" 526/434 1539/1539 1329/2267 REQUIREMENTS U = UNFILLED ❑
DO TYPICAL MASONRY CONSTRUCTION 7'-4" 480/322 1334/1334 1964/1552 R =RECESSED &FILLED WITH GROUT O
8'-4" 415/235 1152/1152 1694/1552 O 8R6-1 B/1T QUANTITY OF #5 REBAR @ w
SCALE: 3/a"= r-0° BOTTOM OF LINTEL CAVITY w
Q 8F8-1B/1T 8F16-1B/1T
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER U_
_ 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. 0 8R14-16/17 QUANTITY OF #5 REBAR AT TOP O
z
0° NOMINAL HEIGHT O
8F16-1B/1T � Z
TYPE DESIGNATION NOMINAL WIDTH � O
O 8R14-0B/1T 0 F-
a a.
O 8F16-0B/1T 1-1/2" CLEAR w
U
8F20-1B/1T _j O O W
0 H 8F20-OB/1T #5 REBAR AT TOP MIN. (1) REQ'D Q
a z C.M.U.
O 8R22-1B/1T GROUT
(2) 2X8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) O 8F24-1B/1T z ° #5 REBAR AT BOTTOM OF LINTEL w
2X8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR CAVITY a
HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. X 2-3/4" TAPCONS O 8R22-0B/1T BOTTOM REINFORCING PROVIDED 2
7-5/8" ACTUAL IN LINTEL (VARIES) OU
OR EQUAL INTO MASONRY & (6) 10d NAILS INTO HEADER. NAIL EACH 4'-0" 4'-0" W
nn 8" NOMINAL WIDTH ❑
PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS O 8F24-OB/1T z
STAGGERED @ 6" O.C. AND MIN 2" FROM ENDS. O O FILLED cliQ
SEE PLAN FOR TOP OF WALL AND LINTEL INFO Q 8R30-1B/1T T of
t.--.
10'-8" _ _- O 8F32-16/17 1-1/2" CLEAR a U °
OMIN.
J
— C7 U
t
..LINTEL PER PLAN 8F32 -OB/1T J #5 REBAR AT TOP MIN. (1) REQ'D O Pa
Q z C.M.U. U # ,
.'.' TRANSOM OPENING LO 8F38 -1 B/1T g o
8F12 -1 B/1T Z 0 a m
,•- _f a
X BOTTOM REINFORCING PROVIDED
-
WINDOW BY BUILDER D +: O 8F40 -OB/1T 7-5/8* ACTUAL IN LINTEL (VARIES) ^^
w 8F8 -OB/1T 8" NOMINAL WIDTH f— L.L.. n
SEE WF01/SD2 FOR O U W �
/ MORE INFO
1' x BFao -18/17 UNFILLED J 06 w Z?^ E
O U) W F- w n c4
SEE DOWEL LAYOUT O o J LL� N
PLAN FOR FILLED CELL SAFE LOAD TABLE NOTES a F-- z " >
❑ (h D -
•. L U 4 m J C
., INFO. MIN. (1) IS READ LL Z J cA o ❑ o
JG, -
REQUIRED
ON EITHER SIDE OF 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED O W Q o o caOPENING U.N.O. 3'-0" LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL p Fes- ❑ - z. ui o
RECESSED LINTELS BASED ON 4" NOMINAL BEARING. U0 W o wE2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. OW Q � toDOOR OR WINDOW OPENw WL_ 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR_Z O
MAX 4 -0 ? rn ZREFER TO DESIGN PLANS FOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING IN -FILL FRAMING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
DIMENSIONS 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. z
IIDO LINTEL W� TRANSOM DETAIL 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY z
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF ❑ M
3/4"=1'-0" 16'-0" SUPPORT. O �
COLUMN BASE HEIGHT
PER ARCHITECTURAL O 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. Q Q C4
PLANS
M
GRADE 40
GRADE 60
BAR SIZE
•
.
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
`- .
NO
-SHEAR WALL T OPENING
"D„
' TYPI AL SHEAR WALL
SEGMENT
„C"
,.D.,
#3
17/8
41/4
7
15
21/4
41/4
d
18
#4
21/2
5 5/8
91/2
20
3
55/8
121/2
24
#5
31/8
13'-4" 0 328/0 1234/0 1779/0 2662/0 SUPPLIERS EC T R O S LE NSTRUCTI H 0 LL A-09 � N Y
8' x 8' x 16 CMU U.N.O. cr O O:-1 '__j z
14'-0" 0 292/0 1160/0 1660/0 2439/0 tZ w w; Q
INDICATES FILLED CELL FROM FTG. TO TIE 16'-0" 0 284 / 0 950 / 0 1379 / 0 1997 / 0 1WCal * Q O: Z re --1 Q
z • , „ MATERIALS � -4. o _ ❑
O : I I .� BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE 18 -0 0 211/0 750/0 1177/0 1676/0 S W �C•.• > LLI Q
• MD08 FOR LAP INFO. 18'-8" 0 142 / 0 598 / 0 1114 / 0 1468 1468/0 ••�5 Q z ❑
1. fc PRECAST LINTELS = 3500 PSL
° d PROVIDE CLEAN OUT OPENING @ GROUT 20'-0" 0 180 / 0 598/0 1024/0 1441/0 2. fc PRESTRESSED LINTELS = 6000 psi. •�� ��� yQ- O
FILLED CELL AND REBAR (TYP). MORTAR 20'-8" 0 145/0 550/0 981/0 1376/0 3. GROUTED PER ASTM C476 f 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. vrr# <<� M LL
9 P rr� rrc� m
JOINTS SHOULD NOT BE CUT 22'-8" 0 110/0 450/0 824/0 1147/0 z
4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W1 MINIMUM NET AREA COMPRESSIVE F -
RECESSED LINTELS -FILLED to
a - SEE FOUNDATION FOR FOOTING STRENGTH = 1900 PSL w
. " CLEAR OPENING 8R6-1 B/8R6-0B 8R14-1 B/8R14-0B 8R22-1 B/8R22-OB ❑
• . I :�
2'-4" 1694 / 1694 3725 / 3280 5499 / 5421 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW O
2'-8" 1425/1425 3343/3280 4933/4933 RELAXATION. 7/32 WIRE PER ASTM A510:
C9
3'-0" 1230/1230 2769/2769 4085/4085 z
1081/920 2769/1716 4085/2839 LINTEL DESIGNATION SCHEDULE
° 4'-4" 846/833 2121/1716 3127 / 2839 ❑ Q
F = FILLED WITH GROUT
5'-4" 664 /572 1761 /1761 2595/2595 MARK LINTEL Q 0
6'-4" 526/434 1539/1539 1329/2267 REQUIREMENTS U = UNFILLED ❑
DO TYPICAL MASONRY CONSTRUCTION 7'-4" 480/322 1334/1334 1964/1552 R =RECESSED &FILLED WITH GROUT O
8'-4" 415/235 1152/1152 1694/1552 O 8R6-1 B/1T QUANTITY OF #5 REBAR @ w
SCALE: 3/a"= r-0° BOTTOM OF LINTEL CAVITY w
Q 8F8-1B/1T 8F16-1B/1T
1) FOR HEADER DEPTHS DEEPER THAN 32", USE VALUES FOR 32" DEEP HEADER U_
_ 2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN. 0 8R14-16/17 QUANTITY OF #5 REBAR AT TOP O
z
0° NOMINAL HEIGHT O
8F16-1B/1T � Z
TYPE DESIGNATION NOMINAL WIDTH � O
O 8R14-0B/1T 0 F-
a a.
O 8F16-0B/1T 1-1/2" CLEAR w
U
8F20-1B/1T _j O O W
0 H 8F20-OB/1T #5 REBAR AT TOP MIN. (1) REQ'D Q
a z C.M.U.
O 8R22-1B/1T GROUT
(2) 2X8 SYP #2 P.T. WOOD HEADER TURNED SIDEWAYS. ATTACH (2) O 8F24-1B/1T z ° #5 REBAR AT BOTTOM OF LINTEL w
2X8 SYP #2 P.T. HEADER TO MASONRY WALL W/ SIMPSON HU28-2 OR CAVITY a
HUC28-2 HANGER @ EA. END. USING (14) 1/4" DIA. X 2-3/4" TAPCONS O 8R22-0B/1T BOTTOM REINFORCING PROVIDED 2
7-5/8" ACTUAL IN LINTEL (VARIES) OU
OR EQUAL INTO MASONRY & (6) 10d NAILS INTO HEADER. NAIL EACH 4'-0" 4'-0" W
nn 8" NOMINAL WIDTH ❑
PLY AND EACH ADDITIONAL HEADER PLY W/ (2) -ROWS 10d NAILS O 8F24-OB/1T z
STAGGERED @ 6" O.C. AND MIN 2" FROM ENDS. O O FILLED cliQ
SEE PLAN FOR TOP OF WALL AND LINTEL INFO Q 8R30-1B/1T T of
t.--.
10'-8" _ _- O 8F32-16/17 1-1/2" CLEAR a U °
OMIN.
J
— C7 U
t
..LINTEL PER PLAN 8F32 -OB/1T J #5 REBAR AT TOP MIN. (1) REQ'D O Pa
Q z C.M.U. U # ,
.'.' TRANSOM OPENING LO 8F38 -1 B/1T g o
8F12 -1 B/1T Z 0 a m
,•- _f a
X BOTTOM REINFORCING PROVIDED
-
WINDOW BY BUILDER D +: O 8F40 -OB/1T 7-5/8* ACTUAL IN LINTEL (VARIES) ^^
w 8F8 -OB/1T 8" NOMINAL WIDTH f— L.L.. n
SEE WF01/SD2 FOR O U W �
/ MORE INFO
1' x BFao -18/17 UNFILLED J 06 w Z?^ E
O U) W F- w n c4
SEE DOWEL LAYOUT O o J LL� N
PLAN FOR FILLED CELL SAFE LOAD TABLE NOTES a F-- z " >
❑ (h D -
•. L U 4 m J C
., INFO. MIN. (1) IS READ LL Z J cA o ❑ o
JG, -
REQUIRED
ON EITHER SIDE OF 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED O W Q o o caOPENING U.N.O. 3'-0" LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL p Fes- ❑ - z. ui o
RECESSED LINTELS BASED ON 4" NOMINAL BEARING. U0 W o wE2. 0 = NOT RATED.
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. OW Q � toDOOR OR WINDOW OPENw WL_ 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR_Z O
MAX 4 -0 ? rn ZREFER TO DESIGN PLANS FOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING IN -FILL FRAMING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
DIMENSIONS 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. z
IIDO LINTEL W� TRANSOM DETAIL 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY z
CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF ❑ M
3/4"=1'-0" 16'-0" SUPPORT. O �
COLUMN BASE HEIGHT
PER ARCHITECTURAL O 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. Q Q C4
PLANS
M
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
GRADE 40
GRADE 60
BAR SIZE
•
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
`- .
NO
-SHEAR WALL T OPENING
"D„
' TYPI AL SHEAR WALL
SEGMENT
„C"
,.D.,
#3
17/8
41/4
7
15
21/4
41/4
91/4
18
#4
REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES)
GRADE 40
GRADE 60
BAR SIZE
BEND 0
LENGTH
LAP SPLICE
BEND 0
LENGTH
LAP SPLICE
"A,.
..B..
„C„
"D„
,.A„
.,B..
„C"
,.D.,
#3
17/8
41/4
7
15
21/4
41/4
91/4
18
#4
21/2
5 5/8
91/2
20
3
55/8
121/2
24
#5
31/8
7
113/4
25
33/4
7
15112
30
#6
33/4
81/16
14
30
41/2
81/16
181/2
36
#7
43/8
9 13/16
16 1/2
35
51/4
913/16
213/4
42
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. z > J
w J
WALL LEGEND w o
Z O �
_ ww z
= LL
9'-4" T.O.M. = INTERIOR/EXTERIOR Q � m I— Z
BEARING WALLS VERIFY OJ OJ iQ
HGT. W/ ARCHITECTURAL ❑ _
PLAN U.N.O. OR LINTEL z
>- p W OC
_ J U Z U
o Y � p �
z
wd.aw
a.
'
LU
woWQ0
0
0aow�
w
(L
N
#3=2Y2'
cn
_
.,
U
"' - '•
U
•: ..
U
•
#4 = 2 Y2'
'
w
STRUCTURAL ENG: RMG
°' •
..
%
#5 = 2 Y2'
cn
DRAFTING:
•
m
`•
' •
.P :..4" :
gyp".
#6=3"
w
-STRUCT: JW
V
QC CHECK:
EA
JOB No.
DWH-0205194
44
U
SCALE:
AS INDICATED
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STANDARD 180° HOOK
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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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NOTE: SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGENDre
1/4 "=1'-0" =
S5
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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.
BEARING WOOD WALL SCHEDULE
TAG
STUD
LUMBER
CONNECTION & FASTENERS
UPLIFT
CAP.
BLOCKING
TOP
BOTTOM
O(3)2X6
PACING
SPECIES
(plf)
O(3)2X8
SPF #2 BUILT UP STUD COLUMN
O(3)2X4
SYP #2 BUILT UP STUD COLUMN
(3)12d
(3)12d
O(2)2X8
SYP #2 BUILT UP STUD COLUMN
BW1
16"
SPF
TOENAILS/ END
TOENAILS/ END
NO
MID -SPAN
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O3-1/2"x3-1/2"
COVER SHEET.
NAILS
NAILS
UPLIFT
COVER SHEET.
BW2
16"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12" NAILS
570 plf
MID -SPAN
BW3
16
SPF
SP4 W/(6)
SP4 W/(6)
570 If
p
i
3rd. PT.
O5-1/4"x7"
COVER SHEET.
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
10d x 12' NAILS
10d x 12" NAILS
SHEET.
BW4
12"
SPF
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
UPLIFT
MID -SPAN
STANDARD COLUMN NOTES
1. NAIL ALL BUILT-UP STUDS PER DTL WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T.
NAILS
NAILS
POSTS. AT EXTERIOR CONDITIONS
4x4: ABU44 w/(12)16d NAILS & a" EPDXY ANCHOR WMIN.
BW5
12"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 1j" NAILS
760 plf
MID -SPAN
BW6
12'
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS 3
760 p If
rd. PT.
BW7
16"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
UPLIFT
MID -SPAN
w
LUO•
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8�12"
ON MASONRY: (2) SIMP. MSTAM24
NAILS
NAILS
3140
3140
BW8
16"
SYP
SP4 W/(6)
10d x 12" NAILS
SP4 W/(6)
10d x 12' NAILS
664 If
p
MID -SPAN
BWg
16 "
SYP
SP4 W/(6)
SP4 W/(6)
664 plf
�
3rd. PT.
z
10
EPDXY MIN. 5" EMBEDMENT
10d x 11" NAILS
10d x 11" NAILS
6280
11
BW10
12"
SYP
(3)12d
TOENAILS/ END
(3)12d
TOENAILS/ END
NO
MID -SPAN
1110
1235
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
UPLIFT
2470
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
NAILS
NAILS
15
LSTA24 w/(18)10d NAILS CENTERED EACH STUD
BW11
12"
SYP
SP4 W/(6)
10d x 1Z" NAILS
SP4 W/(6)
10d x 12' NAILS
885 pif
MID -SPAN
BW12
12"
SYP
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
885 If
p
Mrd. PT.
3
BW13
16"
SPF
SP4 W/(6)
10d x 12' NAILS
SP4 W/(6)
10d x 12' NAILS
280 plf
MID -SPAN
@ 32"o.c.
@ 32"o.c.
BW14
12
SPF
SP4 W/(6)
�„
10d x 12 NAILS
SP4 W/(6)
�„
10d x 12 NAILS
380 plf
MID -SPAN
@ 24" O.C.
@ 24"o.c.
-
LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
STANDARD BEARING WALL W/STRAPS NOTES
1. VERIFY w/PLAN FOR WALL SIZE. ASSUME 2x4 STUDS U.N.O.
2. ALL LUMBER TO BE EITHER SPF #2 OR SYP #2 U.N.O. ALWAYS NAIL
STUDS TO TOP AND BOTTOM PLATE W/ (3) 12d TOENAILS.
3. CONNECTORS ARE TO BE INSTALLED @ EA. STUD U.N.O. @ 2x6 STUDS.
USE SP6 AND @ 2x8 WALLS USE SP8 INSTEAD OF INDICATED SP4.
4. IF BEARING WALL IS NOT CALLED OUT CONTACT E.O.R.
5. IF "BVV" CALLED OUT ON 2nd FLR. SEE PLAN FOR STUD TO STUD
CONNECTIONS.
6. MID OR 3 PT. BLOCKING TO BE 2x W/(2) 12d TOENAILS EACH END.
7. BASE PLATE TO BE ATTACHED TO FOOTING USING !@'J -BOLTS OR
EPDXY ANCHOR @ 4" FROM EA. END OF BASE PLATE & WALL
OPENINGS & AT 32" o.c. W/ 7" MIN. EMBEDMENT.
8. NO ADDITIONAL BASE CONNECTIONS TO THE FOUNDATION ARE REQ'D.
IF BRG. WALL IS INDICATED W/BW1, BW4, BW7 OR BW10. THESE WALLS
ARE ONLY SUPPORTING THE FLOOR LOAD AND DO NOT HAVE UPLIFT.
THE STUDS ARE TO BE TONAILED/ENDNAILED TO THE PLATES & THE 2x
P.T. BASE PLATE CAN BE ATTACHED W/HARD CASED GUN NAILS AND
WILL NOT REQ. THE ANCHOR BOLT ATTACHMENT INDICATED IN THE
BEARING WALL NOTES.
9. FOR BEARING WALL TO MASONRY CONNECTION SEE DETAIL MD03/SD1
U.N.O. ON PLAN.
10. AT HEADER LOCATIONS WITHIN BEARING WALLS SEE DETAIL
WF09/SD2 U.N.O. ON PLAN.
11. COLUMNS WITHIN BEARING WALLS w/UPLIFT THAT DO NOT SHOW A
BASE CONNECTION: CONTRACTOR TO INSTALL SP4/ SP6/ SP8 AT EACH
STUD TOP/BOTTOM AND HAVE A J -BOLT OR EPDXY ANCHOR WITHIN 6"
FROM THE COLUMN.
12. IF PLUMBING IS TO BE RUN THROUGH BEARING WALL, CONTACT E.O.R.
FOR FURTHER REVIEW.
13. AT NON-BEARING WALL LOCATIONS 2x4 SPF#2 STUDS @ 24"o.c. MAX.
ARE ADEQUATE. AT NON-BEARING HEADERS USE (2)2x4 FLAT w/(3)12d
TOENAILS EA. SIDE AND CRIPPLES AT 24"o.c. AT 2 -STORY OPEN AREAS
INSTALL NON-BEARING WALL STUDS @16"o.c. A SINGLE BASE PLATE
(P.T. IF AGAINST CONCRETE) AND SINGLE TOP PLATE ARE ADEQUATE
LEAVE A 1-1/2" GAP FROM TRUSS TO TOP PLATE AND ATTACH USING
EITHER (2)12d TOENAILS OR SIMPSON DTC CLIP. ATTACH BASE PLATE
WEITHER GUN NAILS @32"o.c. OR (2)12d NAILS TO EACH FLOOR TRUSS.
COLUMN SCHEDULE
O(2)2X4
SPF #2 BUILT UP STUD COLUMN
B
O
(3)2X4 SPF #2 BUILT UP STUD COLUMN
O(4)2X4
SPF #2 BUILT UP STUD COLUMN
Op
(2)2X6 SPF #2 BUILT UP STUD COLUMN
O(3)2X6
SPF #2 BUILT UP STUD COLUMN
O(2)2X8
SPF #2 BUILT UP STUD COLUMN
O(3)2X8
SPF #2 BUILT UP STUD COLUMN
O(3)2X4
SYP #2 BUILT UP STUD COLUMN
O(2)2X6
SYP #2 BUILT UP STUD COLUMN
O(2)2X8
SYP #2 BUILT UP STUD COLUMN
OL44
SYP #2 P.T. COLUMN
<8>
6x6 SYP #2 P.T. COLUMN
<8>
8x8 SYP #2 P.T. COLUMN
(2)META16 OR (2)META20
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O3-1/2"x3-1/2"
COVER SHEET.
]
3-1/2"x5-1/4" ENGINEERED LUMBER COLUMN PER STRUCTURAL
<8>3-1/2"x5-1/4"
COVER SHEET.
(1)ply 1985
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O3-1/2"x7"
COVER SHEET.
(2)ply 1900
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O3-1/2"x9-1/2"
COVER SHEET.
3
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O5-1/4"4-1/4"
COVER SHEET.
(2)ply TRUSS H10A-2 w/(18) 10d x 1z" NAILS
ENGINEERED LUMBER COLUMN PER STRUCTURAL
O5-1/4"x7"
COVER SHEET.
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
ENGINEERED LUMBER COLUMN PER STRUCTURAL COVER
O7"x7"
SHEET.
1/2" X 11 7/8" ENGINEERED LUMBER COLUMN PER STRUCTURAL
O3
COVER SHEET
O5
1/4" X 9 1/2" ENGINEERED LUMBER COLUMN PER STRUCTURAL
COVER SHEET
A) ALL CEILING HUNG SOFFITS AND SOFFITS
w/(24)10d x 1Z NAILS
STANDARD COLUMN NOTES
1. NAIL ALL BUILT-UP STUDS PER DTL WF08/SD3.
2. ALL POST/ LVL COLUMNS IN EXTERIOR CONDITION SHOULD BE P.T.
OR WOLMANIZED.
3. CONTRACTOR TO USE ABU BASE CONNECTORS @ SPF/SYP SOLID
POSTS. AT EXTERIOR CONDITIONS
4x4: ABU44 w/(12)16d NAILS & a" EPDXY ANCHOR WMIN.
7" EMBEDMENT
6x6: ABU66 w/(12)16d NAILS & e" EPDXY ANCHOR w/MIN.
7" EMBEDMENT
8x8: ABU88 w/(1 8)16d NAILS & (2)8" EPDXY ANCHORS w/
MIN. 7" EMBEDMENT
4. POST/LVL INSTALLED WITHIN BRG. WALL TO BE WITHIN TOP AND
BASEPLATE U.N.O. ON PLANS.
5. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
STANDARD NAIL SCHEDULE
STANDARD NAIL
GENERAL DIAMETER/ LENGTH
8d
.131" x 22J,.
10d
.148" x 3"
12d
.148" x 34'
16d
.162" x 32'
8d RING SHANK
" 3,
.113x 29
NAILING NOTES
1. CONTRACTOR MAY USE A DIFFERENT NAIL THEN INDICATED AS
LONG AS IT MEETS OR EXCEEDS THE DIAMETER AND LENGTH
INDICATED.
2. CONNECTORS MAY USE DIFFERENT NAIL LENGTHS. MINIMUM NAIL
LENGTH PER CONNECTOR IS REQ. IF LONGER NAIL IS USED IT IS
ADEQUATE AS LONG AS IT DOES NOT EXTEND THRU THE MEMBER IT'S
BEING ATTACHED TO.
CONNECTOR SCHEDULE
TAG
BEAM SIZE
CONNECTIONS
VALUES
VALUESSPF(Ib)
TAG
SIMPSON CONNECTOR
TYPE
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
SYP(Ib)
(2)2x8 #2 SYP
META16 w/(8) 10dx12' NAILS OR META20 w/(8)
B2x8
WITH 1/2" FLITCH
w/(6)10d NAILS & (14)-41"x24'
H3.5x5.5
10d x 12" NAILS. AT PARALLEL TRUSS CONDITIONS USE
FRAME TO CMU
1450
1450
ON MASONRY: (1) SIMP. MSTAM24
LTA2 w/(10) 10d x 12' NAILS @ 24" O.C. U.N.O.
(2)1.75"x9.25" LVL
TO POST: SIMP. HTS20 OR MSTA18
H5.25x11.25
(3)1.75"x11.25" LVL
(2)META16 OR (2)META20
H3x12
(2)2x10 #2 SYP
(10) 10d NAILS
]
- (1)ply TRUSS (10)10d x 12" NAILS -
FRAME TO CMU
(1)ply 1985
(1)ply 1985
NAILS & (18)-4""x24" TAPCONS
(2)ply TRUSS (14) 16d x 12' NAILS
4'-0" TO 7'-11"
(2)ply 1900
(2)ply 1900
8'-0" TO 9'-11"
H10A w/(18)10d x 12' NAILS OR
3
H10A 1015
H10A 1140
a
(2)ply TRUSS H10A-2 w/(18) 10d x 1z" NAILS
FRAME TO FRAME
H10A-2 1070
H10A-2 1245
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
HTS20 w/(24)10d x 12' NAILS
PLATENAILS
& (18)4'x24" TAPCONS
El
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
1245
1450
A) ALL CEILING HUNG SOFFITS AND SOFFITS
w/(24)10d x 1Z NAILS
TO BEAM: SIMP. HUC410 w/(18)16d &
F-51(2)HTS20
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
2490
2900
6❑
H2.5A w/(10)8d
FRAME TO FRAME
535
600
o 0
MTS 12 w/(14)10d x 12' NAILS
TO POST: SIMP. HTS20 OR MSTA18
•.••""'••••• / ��i� aD a
TO BEAM: SIMP. HUC410 w/(18)16d &
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
860
1000
(2)1.75"x11.875" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
MGT w/(22)10d 8" EPDXY ANCHOR w/SIMP. SET EPDXY MIN.
NAILS & (18)4'x24' TAPCONS
w
LUO•
C) J
8�12"
ON MASONRY: (2) SIMP. MSTAM24
EMBEDMENT
FRAME TO CMU
3140
3140
THIS INCLUDES BUT IS NOT LIMITED TO PIGGY BACK TRUSSES AND VALLEY
HTT4 w/(18)16d x 22' NAILS & 8" EPDXY ANCHOR w/SIMP. SET
FRAME TO CMU
3640
4235
B3.5x16
EPDXY MIN. 7" EMBEDMENT
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS
= /fff�tlllll��� m U_
NAILS & (18)-4"'x24" TAPCONS
HGT-2 w/(16)10d NAILS w�" EPDXY ANCHOR w/SIMP. SET
ABOVE THE GARAGE.
ON MASONRY: (2) SIMP. MSTAM24
z
10
EPDXY MIN. 5" EMBEDMENT
FRAME TO CMU
6280
6280
11
HTSM16 w/(8)10d NAILS & (4) 4"x 24' TAPCONS
FRAME TO CMU
1020
1175
12
LSTA18 w/(14)10d NAILS
HEADER TO STUDS
1110
1235
13
(2)LSTA18 w/(14)10d NAILS
HEADER TO STUDS
2220
2470
14
LSTA18 w/(14)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
833plf
928p1f
15
LSTA24 w/(18)10d NAILS CENTERED EACH STUD
STUDS TO BEAM/GT
1235
1235
16
MSTC28 w/(36)16d SINKERS CENTERED
STUDS TO BEAM/GT
2980
3455
17
MSTC40 w/ (52) 16d SINKERS CENTERED
STUDS TO BEAM/GT
4305
4745
18
ED
LTT20B w/(10) 10d NAILS & e" EPDXY ANCHOR w/SIMP. SET
COLUMN TO FTG.OR
1500
EPDXY
EPDXY MIN. 7" EMBEDMENT
CMU
HTT4 w/(18) 16d x 22" NAILS w 8' EPDXY ANCHOR w/SIMP. SET
19
EPDXY MIN. 7" EMBEDMENT - AT LVL / PSL COLUMNS USE
COLUMN TO FTG.
3640
4235
18 #10x1-1/2" SD SCREWS INSTEAD OF NAILS
(3)HTS20 w/(24)10d x 12' NAILS
LAYOUT IS REVISED W/OUT WRITTEN APPROVAL FROM MCD.
_
20
(AT EXT LOCATIONS INCLUDE (3)12d TOENAILS)
FRAME TO FRAME
3735
4350
-
21
MSTCM40 W/ (14) 16d SINKERS AND (10) 1/4"x2-1/4" TITENS
FRAME TO CMU
2420
2800
22
SIMPSON HGUS 5.50/10 W/ (63) 16d NAILS
GIRDER TO COL./ BM
9100
4095
MGT w/ (22) 10d NAILS TO GIRDER & (1) 5/8" A.T.R. THRU
23
DOUBLE TOP PLT. TO INVERTED HDU5 ATTACHED TO POST.
FRAME TO FRAME
3300
3965
0
INVERTED HDU5 TO POST w/ (14) 1/4" x 2 1/2" SDS SCREWS
STANDARD CONNECTOR NOTES
1. ALL TRUSS/BEAM TO MASONRY CONNECTIONS TO BE SIMP. META16, U.N.O. ON PLAN.
AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT w/SIMP. META16 @ 24"o.c. OR 32"o.c. VERIFY w/ TRUSS
SHOP DRAWINGS FOR VERTICAL SPACING WITHIN FLOOR TRUSS. (IF SITTING ON FRAME WALL USE SIMP. LSTA18 @
24"o.c. OR 32"o.c.)
CONNECT ALL CONTINUOUS RIM BOARDS TO TOP OF MASONRY W/SIMP. LTA2, @ 32"o.c. MAX. AND AT EACH CORNER.
2. ALL TRUSS/BEAM TO FRAME CONNECTIONS TO BE SIMP. H10A FOR SINGLE PLY, OR H10A-2 FOR 2 -PLY U.N.O. ON PLAN
3. CONNECT ALL TYPICAL HIP JACKS (CORNER JACKS) TO FRAME USING SIMP. H2.5A CONNECTOR.
IF UPLIFT EXCEEDS 535lbs USE (2) H2.5A CONNECTORS.
4. ATTACH GABLE TRUSS TO CANTILEVERED BEAM AT PORCHES USING (2) H2.5A U.N.O. SEE GE01 FOR ADDITIONAL
INFORMATION.
5. CONNECT ALL INTERIOR FLOOR TRUSSES/JOISTS TO INTERIOR BRG. WALLS USING (3)12d TOENAILS.
6. ALL TRUSS TO TRUSS CONNECTIONS TO BE SPECIFIED BY TRUSS MANUFACTURER, U.N.O. ON PLAN.
7. MISSED TIE -BEAM STRAPS: AT EACH MISSED META16 OR DOUBLE META16 STRAP LOCATION CONTRACTOR TO INSTALL:
(1) SIMPSON HTSM16 FOR TRUSSES WITH 1175 LBS UPLIFT OR LESS.
(2) SIMPSON HTSM16 (INSTALLED ON OPPOSITE FACES OF THE CMU) FOR TRUSSES WITH 1900 LBS UPLIFT OR LESS.
IF MORE THAN (3) TRUSSES IN A ROW HAVE A MISSED META16 CONTACT E.O.R. FOR FURTHER REVIEW.
STANDARD HEADER NOTES
1. VERIFY w/PLAN FOR CORRECT LENGTH OF HEADER REQ'D. SIZE INDICATED ON PLAN IS MINIMUM REQ'D. PER
LOCATION. LARGER HEADER MAY BE INSTALLED w/OUT APPROVAL FROM E.O.R.
2. ALL HEADER JACKS/KINGS TO MATCH WALL LUMBER GRADE U.N.O. ON PLAN. ATTACH STUDS TOGETHER FOLLOWING
DTL. WF08/SD3.
3. NAIL #2 SYP HEADER PLIES TOGETHER USING:
(2) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X6 AND 2X8 HEADERS.
(3) ROWS OF 10d NAILS @12" O.C. ONE SIDE. MIN. 2" FROM TOP AND BOTTOM FOR 2X10 AND 2X12 HEADERS.
NAILING ABOVE IS FOR TOP -LOADED HEADERS ONLY.
CONTACT E.O.R. IF MEMBERS BUCKET INTO HEADER
4. NAIL KING STUDS TO HEADER w/(3) 10d TOENAILS PER SIDE IN ADDITION TO NAILING PER HEADER SCHEDULE.
5. IF MORE THAN (1)KING IS REQ'D. AS PER HEADER SUPPORT TABLE, GC TO INSTALL REQ'D. NAILS FROM 1st KING INTO
HEADER THEN ATTACH ADDIT'L KING PER DTL. WF08/SD3. OTHERWISE, CONTACT E.O.R. FOR REQ'D. WOOD SCREWS.
6. IF HEADER IS NOT SPECIFIED CONTACT E.O.R.
7. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS.
8. SEE DTL. WF09/SD2 FOR 1ST FLOOR HEADER CONSTRUCTION AND CONNECTIONS AT 2 STORY CONDITIONS. SEE2ND
FLOOR NOTES FOR MORE INFO.
BEAM SCHEDULE
TAG
BEAM SIZE
CONNECTIONS
H2x6
(2)2x6 #2 SYP w/2' FLITCH PLATE
TO POST: SIMP. HTS20 OR MSTA18
H2x8
(2)2x8 #2 SYP w/Z' FLITCH PLATE
TO BEAM: SIMP. HUC48 w/(14)16d & (6)-10d NAILS
H2x10
(2)2x8 #2 SYP
TO MASONRY: SIMP. HU48 OR HUC48
B2x8
WITH 1/2" FLITCH
w/(6)10d NAILS & (14)-41"x24'
H3.5x5.5
PLATE
TAPCONS
H3.5x7.25
(2)1.75"x7.25" LVL
ON MASONRY: (1) SIMP. MSTAM24
H3.5x9.25
(2)1.75"x9.25" LVL
TO POST: SIMP. HTS20 OR MSTA18
H5.25x11.25
(3)1.75"x11.25" LVL
TO BEAM: SIMP. HUC410 w/(18)16d &
H3x12
(2)2x10 #2 SYP
(10) 10d NAILS
B2x10
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
PLATE
NAILS & (18)-4""x24" TAPCONS
1
4'-0" TO 7'-11"
ON MASONRY: (1) SIMP. MSTAM24
2
8'-0" TO 9'-11"
TO POST: SIMP. HTS20 OR MSTA18
3
10'-0" TO 12'-0"
TO BEAM: SIMP. HUC410 w/(18)16d &
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(2)2x12 #2 SYP
(10) 10d NAILS
82x12
WITH 1/2" FLITCH
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
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& (18)4'x24" TAPCONS
ON MASONRY: (2) SIMP. MSTAM24
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TO POST: SIMP. HTS20 OR MSTA18
A) ALL CEILING HUNG SOFFITS AND SOFFITS
TO BEAM: SIMP. HUC410 w/(18)16d &
(10) 10d NAILS
63.5x11.25
(2)1.75"x11.25" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
B) ATTIC LOCATED HVAC UNITS AS SHOWN ON PLANS.
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NAILS & (18)-41"x24" TAPCONS
7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMENT
ON MASONRY: (2) SIMP. MSTAM24
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TO BEAM: SIMP. HUC410 w/(18)16d &
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(10) 10d NAILS
B3.5x11.875
(2)1.75"x11.875" LVL
TO MASONRY: SIMP. HU410 OR HUC410 w/(10)10d
NAILS & (18)4'x24' TAPCONS
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(2) 1.75"x16" LVL
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10. USE 5/8" TYPE X GYPSUM BOARD ON CEILING IN GARAGE WHEN LIVING SPACE IS
= /fff�tlllll��� m U_
NAILS & (18)-4"'x24" TAPCONS
ABOVE THE GARAGE.
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ON MASONRY: (2) SIMP. MSTAM24
B5.25x16
(3) 1.75"x16" LVL
PROVIDED BY A TRUSS COMPANY TO USE FOR THE DESIGN OF THIS PROJECT.
* U.N.O.FASTEN LVL PLIES TOGETHER USING (3) ROWS
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OF 1/4" X 3 1/2" SDS SCREWS @ 24" O.C. EACH SIDE
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TO POST: (2) SIMP. HTS20 OR MSTA18
CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP
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63.5x20
(2) 1.75"x20" LVL
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STANDARD BEAM NOTES
1. NAIL ALL (2) 2x SYP BEAMS TOGETHER USING (3) ROWS OF 12d NAILS @ 12" O.C.
(TYP. ONE SIDE) MIN. 2" FROM TOP AND BOTTOM OF BEAM
2. NAIL ALL 2 -PLY LVL BEAMS (MAX. 12" DEEP) TOGETHER USING (3) ROWS OF 12d
NAILS @ 6" O.C. (TYP. ONE SIDE) MIN 2" FROM TOP AND BOTTOM OF BEAM
3. VERIFY w/PLAN CORRECT LENGTH OF BEAM REQ'D. (MIN. 4" BRG. EA. END)
4. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS.
5. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT WRITTEN
APPROVAL FROM THE E.O.R.
6. SEE STRUCTURAL COVER SHEET FOR LVL SPECIFICATIONS
HEADER SCHEDULE
TAG
HEADER
FASTENERS
H2x6
(2)2x6 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(6)
16d NAILS
H2x8
(2)2x8 #2 SYP w/Z' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(8)
16d NAILS
H2x10
2)2x10 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H2x12
2)2x12 #2 SYP w/2' FLITCH PLATE
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H3.5x5.5
(2)1.75"x5.5" LVL
ATTACH KING STUD TO HEADER w/(6)
16d NAILS
H3.5x7.25
(2)1.75"x7.25" LVL
ATTACH KING STUD TO HEADER w/(8)
16d NAILS
H3.5x9.25
(2)1.75"x9.25" LVL
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
H5.25x11.25
(3)1.75"x11.25" LVL
ATTACH KING STUD TO HEADER w/(12)
16d NAILS
H3x12
(3) 2x12 #2 SYP w/2' FLITCH
PLATE BETWEEN PLIES
ATTACH KING STUD TO HEADER w/(10)
16d NAILS
HEADER SUPPORT
SCHEDULE
OPENING SIZE
SEE PLAN FOR WALL WIDTH
JACKS @ EA. END KINGS @ EA. END
V-0" TO T-11"
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4'-0" TO 7'-11"
2
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8'-0" TO 9'-11"
2
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10'-0" TO 12'-0"
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CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED.
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BOTTOM CHORD. CONNECT TRUSS TO NON-BEARING WALL w/ SIMPSON DTC OR (2)
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CONTINUOUS FROM FLOOR TO CEILING.
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ADDITIONAL LOADS:
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WITH CABINETS AS SHOWN ON PLANS.
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DRAWING SET FOR ADDITIONAL BRACING/ BLOCKING INFO.
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ROOF SYSTEM, THE TRUSS SUPPLIER IS TO COORDINATE WITH THE DESIGNER AND
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AREAS. THIS LOAD SHOULD BE INDICATED ON THE TRUSS SHOP DRAWINGS.
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ROOF & EXT. WALL NAILING SHEATHING NOTES
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ROOFS:
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ROOF SHEATHING TO BE 15/32" OSB (WITH SHINGLE), 5/8" OR 19/32" OSB (WITH TILE)
FASTENING WITHIN 4'-0" OF EAVES TO BE 4" O.C. AT ALL SUPPORTED EDGES AND 6"
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O.C. IN FIELD. FOR ALL OTHER AREAS NAIL @ 6" O.C. AT ALL SUPPORTED EDGES AND
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6" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR
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TO SUPPORTS (TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF
SHEATHING JOINTS EXCEPT AT PITCH CHANGE LOCATIONS. PLY CLIPS TO BE
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SPACED NO MORE THAN 24" O.C.
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GABLE ENDS:
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ALL SHEATHING TO BE MIN. 15/32" O.S.B. AND SHALL BE NAILED (1) ROW @ 3" O.C.
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AT TOP PLATE AND (1) ROW AT BOTTOM PLATE OF WALL, 6" O.C. ALL OTHER
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EDGES AND 6" IN FIELD. BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS.
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EXTERIOR WALLS:
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SEE WF10/SD3 FOR MORE INFO.
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NAILS:
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NAILS USED IN ROOF SHEATHING APPLICATIONS SHALL BE 8d RING SHANK NAILS.
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ALL OTHER SHEATHING APPLICATIONS SHALL BE 8d, 8d RING OR SPIRAL SHANK,
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HAND OR GUN DRIVEN NAILS. GUN DRIVEN NAILS SHALL HAVE HEAD SIZE
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EQUIVALENT TO HAND DRIVEN NAILS. FASTENERS FOR PRESERVATIVE -TREATED
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WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS
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STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS SHALL BE IN
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24/16 SPAN RATED SHEATHING REQUIRES BLOCKING AT ALL UNSUPPORTED
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PANEL EDGES AT HIP LOCATIONS. BLOCKING TO BE 2X4 ATTACHED AT EACH END
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NOTES & � SCALE: AS INDICATED
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CONNECTOR LEGEND W_
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5. 1
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.
EXTERIOR FRAME WALL
SCHEDULE (DWH)
WALL HEIGHT STUD & SPECIES SPACING SPACING
INTERIOR ZONE END ZONE
8'-0" 2x4 SPF #1/#2 16" O.C. MAX 16" O.C. MAX
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 CONSIDER
TO BE WITHIN THE WALL END ZONE. SEE CHART ABOVE FOR g` Illilll///���/
REQUIRED STUD SPACING. �� ���i u i M
2. SEE DETAIL WF10/SD3 FOR REQUIRED WALL SHEATHING THICKNESS �� .•'"••''• ,��i/j �� ap �
& NAILING PATTERN. y�• _ �'•.- � l�j 00
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE _ ' ;� r w p.2J ._N J Z
NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF = •-�V
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SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN O `� p
50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FORZ •
H2X6 REVIEW OF EXTERIOR STUDS % .•'�5 �� Z
H2x6 3. IF WALL IS FRAMED WITH 2x6 STUDS OR LARGER, STUDS ARE TO BE •�"'••"•• Q 0:
yvj i -moi L i ,'� MIN. SPF #1/#2 @ 16" O.C. U.N.O. ON FRAMING PLANS I i( pR� ���� O
U U 4. SYP #2 STUDS MAY BE SUBSTITUTED FOR SPF #1/#2 STUDS ONLY.
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ULTIMATE WIND SPEED: 139 MPH EXPOSURE: B o W
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WALL LEGEND
= 9'-4" T.O.M. = INTERIOR/EXTERIOR
BEARING WALLS VERIFY
HGT. W/ARCH ITECTURAL
PLAN U.N.O. OR LINTEL
STANDARD 2ND FLOOR FRAMING
NOTES:
1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR
WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
2. AT ALL WINDOW/ DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR
TO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY- WS06/SD4 (STRAPS/ BASE
CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
ON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM- WS07/SD4 (STRAPS
SHOWN ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR
SHEATHING IS NOT CONTINUOUS)
3. AT ALL CORNERS, CONTRACTOR TO FOLLOW WS09/SD4 U.N.O.
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ALTERNATE CONNECTIONS I.L.O. J -BOLT:
1. MIN. (6) 1/2"x5" TITEN HD W/ 3-1/2" MIN. EMBED.
. PROVIDE STANDARD 2. MIN. (6) 1/2" ASTM F1554, Gr. 36 (OR BETTER) THREADED ROD W/4-1/2" MIN.
• r°- `HOOK EMBED. W/ SIMPSON SET -XP EPDXY OR EQUIV. USE 2"x2" SQUARE WASHER
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EMBED.
(1) #5 IN TIE BEAM 2x P.T. SYP #2 NAILER
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EXT. SHEATHING;
(1) #5 BAR IN PRECAST
MIN.
OF OPENING W/ (1) 1/4"x2-3/4"
7/16" O.S.B. EA. SIDE
�. •�•
SCHEDULE
LINTEL
2x BLK'G. TO O.S.B. W/
4" MIN. FROM TAPCONS @ 24" O.C. &
(2) - 8d EACH END
END
VIEW w/ CMU
(HEADER CAN BE
HEADER (SEE PLAN) '
FACE OF CMU 4" FROM ENDS
7/16" O.S.B. EA. SIDE
ARCH PER ELEV
2x BLK'G. TO O.S.B. W/
(2) #5's VERTICAL IN
(2) - 8d EACH END
ANCHOR NOT PERMITTED TO BE
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VALLEY TRUSS NAILED
GROUT FILLED CELL
CRICKET AS REQUIRED
INSTALLED WITHIN 1-1/2" OF HEAD JOINT
EACH END
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LAST STUD OF
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MAIN SPAN ROOF
MIN. (6) 1/2" DIAMETER J -BOLTS USING 2"X2" SQ.
SEE FRAMING PLAN FOR
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(3) 16d COMMON
JOINING UP TO MAIN HOUSE
WASHERS & 5-1/2" MIN. EMBED. AT EA. 2x6 P.T. DOOR
BEARING WALL LOCATIONS.
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BUCK, EA. SIDE OF OPENING. FIRST ANCHOR
SEE BEARING WALL
BE GROUT FILLED
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(BOTTOM & TOP) 8" MAX. ABOVE GARAGE F.F. & 6"
SCHEDULE FOR REQUIRED
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BLOCKING ATTACH TO
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BELOW TOP OF BUCK. SPACE REMAINING ANCHORS
CONNECTIONS, STUD
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MIN. 2x4 SPF #2 KNEE
(1) #5 VERTICAL IN
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@ 24 O.C. MAX NOTE: CONTRACTOR TO VERIFY
SPACING, AND BLOCKING
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16" O.C. W/
GROUT FILLED CELL (IF
BEAM. ATTACHED PER I
BUCK TO CMU ATTACHMENT
REQUIREMENTS
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SHEATHING ON BOTH
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REQ'D PER PLAN)
¢
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LOCATIONS PER GARAGE DOOR
2x BUCKS,
EACH STUD TO DOUBLE TOP
WALL TO BOTTOM OF
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STUD TO BOTTOM PLATE
NAILING SCHEDULE
NOTE: SEE MD08 ONw
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LINTEL PLAN
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2x6 P.T. SYP #2 BUCK
DWH-0205194
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SCALE:
m
r < END, 1 1/2" ABOVE
Q
4 v 1
�-
z
GARAGE F.F., EA. SIDE
05/14/18
0
_ SECTION OF OPENING
DO VERTICAL REINFORCEMENT DETAIL
DO
GARAGE BUCK DETAIL (MAX. 170C)
DO BEARING/ SHEARWALL CONNECTION TO CMU
PRECAST LINTEL PER
PLAN
MASONRY WALL -
SEE PLAN
2x8 W/ (2) 16d TOE
NAILS EA. END
2x SPF CONT.
BLOCKING ATTACH TO
7/16" OSB W/ (2) 8d
NAILS
7/16" OSB EA. SIDE, W/
6d NAILS @ 16" O.C. TO
SIDE & TOP NAILER
112"=V-0" I
NOTE: CUT BACK 2x8
P.T. @ TOP TO ALLOW
CONT. 2x4 BLOCKING
AROUND CURVE. MIN.
2 TAPCON ANCHORS
PER 2x8
' 2x BUCK PER DETAIL
MD04/SD1
FO ARCH WINDOW FRAMING DETAILS
PRE-ENGINEERED
TRUSSES PER PLAN @
24" O. C. MAX.
TYP. TRUSS TO FRAME
CONNECTION PER STD
CONNECTION NOTES
EXT. SHEATHING ATTACHED
PER NAILING SCHEDULE FROM
TOP OF KNEEWALL TO BOTTOM
OR SP2 CLIPS AT TOP AND SPI
CLIPS AT BASE ARE REQ'D.
2x BLOCKING
MIN 2x4 STUDS @ 16"
O/C
2x P.T. PLATE
1/2" x 8" A.B. OR TITEN HD @ 32"
O.C. & 6" FROM EA. END,
CENTER ON BASE PLATE
TOP KNOCK OUT
COURSE W/ (1) #5
CONT.
fiF1'
KNEEWALL ABOVE MASONRY WALL
3/4"=1'-0"
12
(TYP) SEE ELEV.
DOUBLE 2x TOP PLATE
�I
F01 DORMER FRAMING DETAIL
(2) 2x TOP PLATE W/
(3) 12d END NAILS TO LAST STUD
TYPICAL TIE BEAM W/ 3000 psi
CONC. W/(1) #5 REBAR CONT.
a "D 0616D
2x PT STUD OR ALTERNATE 1x PT
FURRING TO CMU W/ 2x FRAMING PER
PLAN
TYPICAL FILLED CELL
W/ 3000 psi CONC.
W/(1) #5 REBAR VERT.
VERIFY W/ PLAN FOR
REQ'D LOCATIONS
CMU WALL AS REQ'D
PER PLAN
4) EQ. SPACED 2' TITEN HD ANCHORS W/
AIN. 1 4" EMBEDMENT FOR HOLLOW
3LOCK OR 3 1/2" EMBEDMENT FOR SOLID
3LOCK. MAX. 6" FROM TOP AND BOTTOM
)R 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6"
=ROM TOP AND BOTTOM AND 12" O.C.
3ETWEEN
PT BASE PLATE
2x BUCK DETAIL
EXT. SHEATHING;
.y.
'
LINTEL (SEE PLAN)
4- - - -
ATTACH PER NAILING
7/16" O.S.B. EA. SIDE
TYP. TRUSS TO FRAME
SCHEDULE
ADDITONAL
2x BLK'G. TO O.S.B. W/
ARCH PER ELEV
(2) - 8d EACH END
END
VIEW w/ CMU
(HEADER CAN BE
HEADER (SEE PLAN) '
SHEATHING PER NAILING
7/16" O.S.B. EA. SIDE
ARCH PER ELEV
2x BLK'G. TO O.S.B. W/
DOWNSET)
(2) - 8d EACH END
END
VIEW w/ WOOD -
12
(TYP) SEE ELEV.
DOUBLE 2x TOP PLATE
�I
F01 DORMER FRAMING DETAIL
(2) 2x TOP PLATE W/
(3) 12d END NAILS TO LAST STUD
TYPICAL TIE BEAM W/ 3000 psi
CONC. W/(1) #5 REBAR CONT.
a "D 0616D
2x PT STUD OR ALTERNATE 1x PT
FURRING TO CMU W/ 2x FRAMING PER
PLAN
TYPICAL FILLED CELL
W/ 3000 psi CONC.
W/(1) #5 REBAR VERT.
VERIFY W/ PLAN FOR
REQ'D LOCATIONS
CMU WALL AS REQ'D
PER PLAN
4) EQ. SPACED 2' TITEN HD ANCHORS W/
AIN. 1 4" EMBEDMENT FOR HOLLOW
3LOCK OR 3 1/2" EMBEDMENT FOR SOLID
3LOCK. MAX. 6" FROM TOP AND BOTTOM
)R 1/4" TAPCON W/ MIN. 2" EMBEDMENT 6"
=ROM TOP AND BOTTOM AND 12" O.C.
3ETWEEN
PT BASE PLATE
2x BUCK DETAIL
SEE GE02/SD2 FOR
OUTLOOKER OR
SHEATHING
CANTILEVER 8d NAILS @ 4" O.C.
IF REQ'D, PROVIDE VALLEY TRUSS CONV. FRAME OR
CLOSURE WALL w/ VALLEY TRUSSES PER
SINGLE TOP AND BASE PLAN
PLATE w/ (2) 16d NAILS
EXT. SHEATHING;
SEE TYPICAL HEADER
SHEATHING PER PLAN
ATTACH PER NAILING
FRAMING DETAILS FOR
TYP. TRUSS TO FRAME
SCHEDULE
ADDITONAL
CONNECTION PER
3/16" x 2 1/4"
INFORMATION
STD. CONNECTOR
CONT. PLYWOOD ROOF
(HEADER CAN BE
NOTES
SHEATHING PER NAILING
EITHER UPSET OR
0
(2) 2x PLATE
DOWNSET)
FRAME OUT TO BLOCK
BLOCKING PERP. TO EA.
12" O.C.
EDGE AS REQ'D
VALLEY TRUSS NAILED
2x W/ (2) 16d TOE NAILS
CRICKET AS REQUIRED
TO TRUSS BELOW @ 24"
EACH END
x 3 1/4"
LAST STUD OF
2
MAIN SPAN ROOF
KNEE WALL JOINING
M
LAST STUD OF KNEE WALL
I
UP TO MAIN HOUSE
(3) 16d COMMON
JOINING UP TO MAIN HOUSE
WALLS SHALL BE
NAILS (TYP.)
WALLS SHALL BE ATTACHED (2) 2x TOP PLATE
ATTACHED TO MIN.
TRUSS
TO MIN. (2) 2x FULL HEIGHT I
(2) 2x FULL HEIGHT
UPLIFT CONNECTOR
WALL STUDS W/ (2)-16d NAILS I
WALL STUDS W/
(SEE SCHEDULE)
@ 12" O.C. l
(2)-16d NAILS @ 12"
2x4 SPF CONT:
MIN. 2x4 SPF #2 KNEE WALL (2) 2x #2 SYP SEE PLAN
O.C.
BLOCKING ATTACH TO
WITH STUDS @ 16" O.C. W/ FOR BEAM SIZE
7/16" OSB W/ (2) 8d
STRUCTURAL SHEATHING I
MIN. 2x4 SPF #2 KNEE
NAILS
ON BOTH SIDES FROM TOP I BUILDER FRAME
WALL WITH STUDS @
7/16" OSB EACH SIDE,
OF WALL TO BOTTOM OF RADIUS AS REQ'D
16" O.C. W/
W/ 6d NAILS @ 16" O.C.
BEAM. ATTACHED PER I
STRUCTURAL
TO SIDE & TOP NAILER
NAILING SCHEDULE
I
SHEATHING ON BOTH
-
STRUCTURAL ENG: RMG
OTHERWISE SP2 CLIPS
SIDES FROM TOP OF
2x BUCKS,
EACH STUD TO DOUBLE TOP
WALL TO BOTTOM OF
_
PLATE AND SPI CLIPS EACH
BEAM. ATTACHED PER
STUD TO BOTTOM PLATE
NAILING SCHEDULE
?
FO KNEEWALL AT DOWNSET BEAMFO
KNEEWALL AT UPSET BE
SEE GE02/SD2 FOR
OUTLOOKER OR
SHEATHING
CANTILEVER 8d NAILS @ 4" O.C.
IF REQ'D, PROVIDE VALLEY TRUSS CONV. FRAME OR
CLOSURE WALL w/ VALLEY TRUSSES PER
SINGLE TOP AND BASE PLAN
PLATE w/ (2) 16d NAILS
EXT. SHEATHING;
SIZE
TO TRUSS. STUDS @
ATTACH PER NAILING
1x4
24" O.C. & EXT.
SCHEDULE
1
SHEATHING INSTALLED
3/16" x 2 1/4"
°
PER NAILING PATTERN
CONT. PLYWOOD ROOF
3/16" x 2 1/4"
12" O.C.
SHEATHING PER NAILING
INFO <
0
SCHEDULE OR OPT. 2x4
2x4
BLOCKING PERP. TO EA.
12" O.C.
1
VALLEY TRUSS NAILED
3/16"
13/16"
CRICKET AS REQUIRED
TO TRUSS BELOW @ 24"
2x8
x 3 1/4"
O.C. W/ (2) 16d NAILS TYP.
2
MAIN SPAN ROOF
ATTACH TRUSS TO
M
TRUSS
TRUSS BELOW USING
(_
(3) 16d NAILS
MAIN SPAN ROOF
�-
2x BLOCKING W/ (3) 12d
TRUSS
LL1 J
V-
TOE NAILED @ EA. END
UPLIFT CONNECTOR
UPLIFT CONNECTOR
(SEE SCHEDULE)
(SEE SCHEDULE)
,� MAIN FLOOR
MASONRY WALL
W
J
SHOWN, SEE PLAN
MASONRY WALL PER
FOR WOOD OR
PLAN
w
MASONRY
cn
0
rGEGABLE END AT VALLEY FRAMING
3/4"=1'-0"
O2x STUDS @ 16 O.C. FOR KNEE WALL
OLSTA18 @ 32" O.C. STUD TO PRE -ENG TRUSS, SLIT
B ROOF SHEATHING FOR STRAP
CO CONT. ROOF SHEATHING NAIL PER PLAN F
PROVIDE 2x4 BLOCKING w/(2)16d NAILS EACH END_
OTO TOP CHORDS OF TRUSSES BELOW WHEN '
BOTTOM PLATE DOES NOT LINE UP ABOVE TRUSS D
BELOW AND CONNECT w/ HTS20 @ 32" O.C.
OPRE-ENGINEERED ROOF TRUSS PER PLAN BELOW
O2x PLATES OVER ROOF DECK PER VALLEY
FRAMING DETAIL
G DOUBLE TOP PLATE H A K
O �
OSIMPSON H3, H4, OR H5 @ EA. END OF TRUSS OR B
RAFTER
JOCOMMON TRUSS PER PLAN OR CONV. FRAMING w/ C
STRUCTURAL SHEATHING PER PLAN AND ROOF
FINISH PER ARCHITECTURAL PLANS
OCURVED ROOF TRUSSES PER PLAN OR CURVED E
RAFTERS w/ (2) LAYERS 3/4" CDX SHEATHING
NAILED @ 6 O.C. STAGGERED G
NOTE: SEE ARCH ELEVATION FOR FRONT WINDOW OPENING IF REQ'D
NOTE: ROOF SHEATHING MUST BE APPLIED AND FASTENED TO BASE
TRUSS PER PLANS BEFORE DORMER FRAMING IS INSTALLED.
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LI
0
3/4"=1'-0"
PRE -CAST LINTEL PER
PLAN
OPENING
WATERPROOFING BY
BUILDER/ OTHERS
WINDOW/DOOR
P.T. BUCK FASTENER SCHEDULE
SIZE
TAPCONS
SPACING # ROWS
1x4
3/16" x 2 1/4"
12" O.C.
1
1x
3/16" x 2 1/4"
°
FOR CONNECTION O_
1x8
3/16" x 2 1/4"
12" O.C.
2
INFO <
0
0 �LLWga
2x4
3/16" x 3 1/4"
12" O.C.
1
2x6
3/16"
13/16"
O W
W
2x8
x 3 1/4"
12" O.C.
2
OPENING SIZE AND
LOCATION PER PLAN NOTES:
LOCA 1.2x SYP #2 P.T. BUCKS/NAILERS MAY EXTEND BEYOND INT. FACE OF
WINDOW/DOOR. FASTEN BUCK TO MASONRY PER FASTENER SCHEDULE
4" FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE
MASONRY WALL PER OF BUCK.
PLAN (TYP). 2. BUCKS LESS THAN 2x SYP #2 TO BE FASTENED W/CUT NAILS OR
EQUIVALENT, STRUCTURAL CONNECTION OF WINDOW/DOOR TO J
P.T. BUCKS PER STRUCTURE BY OTHERS IN THIS CASE. Q
3. ADDITIONAL 2x SYP #2 P.T. WOOD BUCK MATERIAL MAY BE ADDED TO �11111111/��/ rn
SCHEDULE E, �, �� ��.......• /i, U4 r -
EXISTING 2x BUCKED OPENING, USE (3) ROWS OF 10d x 3" NAILS �� * �j7� // co �
STAGGERED @ 12 O.C. AND 6 FROM ENDS @ EACH SUCCESSIVE BUCK. .•• /� ,� p u l 00
MAX. 2 PLIES OVER INITIAL P.T. BUCK. Z Y o
4. MIXING OF 1x AND 2x BUCKS SHALL BE PERMITTED FOR THE SAME _= to M " p;� =>!t7 -� Z
OPENING IF WINDOW/DOOR MANUFACTURER AND PLAN REQUIREMENTS = Q =� Q U
(FASTENING) ARE MET. W o ¢ F Z p
5. MAINTAIN MAXIMUM 2" FASTENER EMBEDMENT INTO HOLLOW OR SOLID 0 Z F Q w p
GROUTED CMU.E
6. WINDOW OR DOOR INSTALLATION BY OTHERS �i— • •••* "p�Q���` JO
2 �I11111111���`` m U_
O
SHEATHING PER PLAN STRUCTURAL U
O
TYP. TRUSS TO.FRAME SHEATHING
CONNECTION PER TYP. TRUSS TO FRAME
STD. CONNECTORQ
NOTES CONNECTION PER m
STD. CONNECTOR o
FRAME OUT TO BLOCK NOTES
EDGE AS REQ'D FRAME OUT TO BLOCK
`EDGE w
W
LAST STUD OF
I KNEE WALL JOINING (2) 2x TOP PLATE m
UP TO MAIN HOUSE (2) 2x #2 SYP SEE PLAN z
(2) 2x #2 SYP SEE PLAN WALLS SHALL BE Z
I FOR BEAM SIZE (ONLY
FOR BEAM SIZE ATTACHED TO MIN. O
(2) 2x FULL HEIGHT I IF OPENING PROVIDED >
O
WALL STUDS W/ i PER PLAN) 0-
(2)-16d NAILS @ 12" 2x4 SPF #2 KNEE WALL Of
O.C. W/ STUDS @ 16" O.C. = U
2 1/2" I W/ STRUCTURAL
1/2" x 8" ANCHOR BOLT SHEATHING FROM J W
OR TITEN HD @ 32" ( TOP OF WALL TO Q Q
O.C. & 6" FROM EACH BOTTOM OF WALL.
END ATTACHED PER
2x PT BOTTOM NAILING SCHEDULE �
I PLATE OTHERWISE SP2 CLIPS w
BUILDER FRAME PRECAST LINTEL OR EACH STUD TO BEAM a
RADIUS AS REQ'D KNOCK OUT COURSE ABOVE AND SP1 CLIPS 0
EACH STUD TO U
MASONRY WALL BOTTOM PLATE z W
AM = fiFO KNEEWALL AT MASONRY WALL W
3/4"=1 -0 3/4"-1-0 a °
LL VJ Z
OJ
zz
z ,.
O V < a
S < 0 _
I— z o
O Qm
o!
o -
L Q
U LUZ) LLJ
PRE-ENG.TRUSS PER F_ w O n E
PLAN 24" O C M m 0 � Z 8
AX ILL (D < z - o�
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ROOFING MATERIAL < 1 1 Z >
PER ARCHS F_ m rri
+•. w
01 U
z
E. ELEV. 0
U_
7
Z
r]
J toR0>-o 8
M
co
SEE FRAMING PLAN Z
J
¢OOW�m
= O ¢ ..
LU
LU LL.
FOR CONNECTION O_
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z O�� W w Wz E
m i— z
INFO <
0
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o
SEE ELEVATION
�•J
U
TOP OF MASONRY
w
O W
W
w o
LU
TYP. @ ALL WINDOWS
GROUT SOLID
O U
Z
M
SEE ARCH PLANS FOR
=
(_
EXT FINISH PER PLAN
OVERHANGINFO
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o
LL1 J
V-
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01 U
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E. ELEV. 0
FOR O.H.
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M
co
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FLOOR PLAN
LU
LU LL.
TYP. SINGLE TIE -BEAM~
o
m i— z
°V)
o
=a
W/ (1) #5 CONT.
PRECAST CONC. OR
Q N
O W
POWERS STEEL SILL
LU
LU
TYP. @ ALL WINDOWS
GROUT SOLID
Z
M
p
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O
EXT FINISH PER PLAN
W
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LL1 J
V-
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W
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WINDOW PER >
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co
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FLOOR PLAN
LU
LU LL.
Q
m i— z
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PRECAST CONC. OR
z
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POWERS STEEL SILL
LU
LU
TYP. @ ALL WINDOWS
=
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EXT FINISH PER PLAN
W
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wpwC!)0
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ELEV U-0"
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CONC. SLAB - �' ;
VERT REINF. BEYOND
z
SEE FOUNDATION
U)
_
PLAN FOR MORE INFO I III— I II 11=
o
STRUCTURAL ENG: RMG
u)
DRAFTING:
W
MASONRY WALL PER
-STRUCT: JW
(� PLAN
?
QC CHECK: EA
SEE FOUNDATION
DETAILS FOR FTG INFO
JOB No.
DWH-0205194
SCALE:
AS INDICATED
Q
�-
z
DATE:
05/14/18
0
- NOT USED 6S,01 TYPICAL ONE STORY CMU WALL SECTIONco
SD1
-C. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
WHERE O.H. IS > V-0", DROP GABLES
SIMPSON HGA10 @ 48" SIMPSON HGA10 @ 48" 2x4 BLOCKS, (2)16d NAILS @ EA. END. BLOCK w/ OUTLOOKERS @ 24" O.C. TO RUN 1'-0" MAX PLYOOD CANT. O.H.
O.C. O.C. NOTE: ALL GABLE ADJ. BAYS @ EA. DIAG. AS SHOWN. FASTEN BACK TO 1 ST COMMON TRUSS WITH SEE ELEV. FOR
BRACING IS TO BE ROOF SHEATHING TO BLOCKS W/ 8d NAILS @ (3) 12d TOENAILS. CONNECT TO O.H. SIZE
SHEATHING NOT REQ'D SHEATHING NOT REQ'D SYP#2 OR BETTER 6" O.C. (4) BAYS MIN (1) BAY AFTER BRACE IS DROP GABLE WITH H2.5 CLIP. MAX
TO BE CONT. @ THE TO BE CONT. @ THE REQ'D) 2'-0" O.H.
TRANSITION FROM TRANSITION FROM
BEAM TO GABLE WALL TO GABLE
.TRUSS TRUSS
\ CONT. 2x4 2x4 BLOCKS, (2) 16d
DOUBLE 2x TOP PLATE 2x4 DIAGONAL BRACE NAILS @ EA. END.
BLOCKADJ. BAYS @
@ 48" O.C. TO 3RD BAY EA.DIAG. AS SHOWN. SHEATHING PER PLAN
FASTEN SIDE WALL \ REQ'D w/ FASTEN ROOF
BEAM PER PLAN SHEATHING PER PLAN. \ \ STRONGBACK, SEE
SHEATHING TO 1'-0" MAX PLYWOOD CANT. O.H.
(5) 16d NAILS .
CHART
BRACE TO \ BLOCKS w/8d NAILS SEE ELEV. FOR
BLOCKING \ GABLE BRACING + @ 6" O.C. O.H. SIZE
EXT. SHEATHING; \ ( )
SIMPSON H10A SIMPSON H10A ATTACH PER PLAN SEE CHART WHERE O.H. IS > V-0",
DIAGONAL TO BEAM DIAGONAL TO TOP _ DROP END GABLE
PLATE OUTLOOKERS @ 24"
PROVIDE 2x4 BRACE ¢
TO EA. ADJ. DIAG. O.C. TO RUN BACK T z ` i1111111111//���' LIj c
FRAME WALL CONNECTION REQ'D P R IF 1ST COMMON TRUSS ����v �f � w
BEAM CONNECTION FASTEN TO DIAG. REQ'D PER WITH (3) 12d TOENAILS. O ao
w/(2)16d NAILS. ` •••.......••�•• Z
O CHART CONNECT TO DROP . .. O Y U
REQ'D GABLE END LAND/ORT GABLE BRACING @ _ = CO O O: J a a _
MAX 2 0 O.H. —.
„ „ „ ,� N GABLE WITH H2.5 CLIP. w A-% �� _
BRACING STRONG BACK PER GABLE GABLE END ct Q - ❑
48" O.C. NOT REQ'D AsT�* >�
END BRACING CHART 6' FROM EAVES SHEATHING • z° j
FASTEN PER Z
2x4 SYP #2 TOP CHORD BRACING LAN. CONT. 2x4¢
@ 16" O.C. MIN (2) TRUSS BAYS i ••••.......••O��Ci`�� } O
CONTRACTOR TO FIELD VERIFY WHICH BACK FROM GABLE END (MIN. 48") GABLE END 2x4'S @ 24" O.C. �� * p� ���L
CONDITION IS REQUIRED. CONTACT EOR A23 DIAGONAL TO TRUSS PER T 16d NAILS BRACE /1l111111111��
TO BLOCKING
rN\GABLE END w
FOR ADDITIONAL INFO AS REQ'D TRUSS BOTTOM PLAN TYP. SHEATHING FASTEN ❑
P OVIDE 2 4 BRACE
GABLE BRACING CHART
H
CHORD. REFER TO
UP TO 4'-8"
NO BRACE REQUIRED
4'-8" < H6 7'-0"
(1) 2x4 BRACE
SIMPSON A23 @ EACH
GE02 FOR REQ'D
9'-4" < H.14'4'
STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H618'-8"
MAINTAIN 31/4"
BRACE TO PLATE
BRACING TYP. '
O.C. EA. FACE OR (3)
BEAM @ 16" O.C., IF REQ'D W/ (4)
SPAN 2'-0") w/ (2) 16d 2'-0" MAX
CLEARANCE BETWEEN
1/2" J -BOLTS w/
2x4 SYP #2 BOTTOM
EACH END.AT 24" O.C.
O
12d NAILS STAGGERED
.
INSIDE FACE OF CMU
WASHERS (MIN. 6"
CHORD BRACING @ 16"
GREATER HEADER Q
PLYWOOD
0
AND CENTERLINE OF
EMBED) MIN. 6" FROM
O.C. FOR FALSE BEAM
F-
SHEATHING &
2x WALL, SEE PLAN
J -BOLT
EACH END AND 32"
ATTACHMENT W/ (3)
2X CRIPPLES @ 16" O.G.
SP4 TOP OF CRIPPLE AT
NAILING PER
HEADER EA. SIDE W/
TO STUD)
O.C. MAX. 0
10d TOENAILS EA. END
w
w
PLAN SHALL
STRAP LOCATION W/ SIMPSON SP2 TYP.
- VARIES
?b
MIN. (2) TRUSS BAYS
x
RUN CONT.
(11) 10d NAILS
SP4 TOP OF CRIPPLE AT
2x8 P.T. PLATE, CANT.
¢ M
BACK FROM GABLE
J
ACROSS GABLE
TO BOTTOM OF
DOOR SIM TO v
FOR CLG. NAILING
= cYi
END (MIN. 48")
U_
FALSE BEAM.
SURFACE
,. ❑ m
2x TOP PLATE TO
BRACE TO LEDGER
ATTACHED PER
AGAINST TOP PLATE
PROVIDE 16d NAILS
p
GABLE END W/ 12d
BELOW
NAILING
STRAP LOCATION
GABLE END TRUSS TO
:=
NAILS @ 6" O.C.
TRUSSES
SCHEDULE
(A
W
GABLE BRACING CHART
H
GABLE BRACING +
UP TO 4'-8"
NO BRACE REQUIRED
4'-8" < H6 7'-0"
(1) 2x4 BRACE
7'4" < 1-16 9'-4"
(2) 2x4 BRACE (SEE SECTION A -A)
9'-4" < H.14'4'
STRONGBACK W/ (1) 2x4 BRACE
14'-0" < H618'-8"
STRONGBACK W/ (2) 2x4 BRACE
PLATE @12" O.C. MAX. HGA10 @ 32" O.C.
2x4 SYP #2 FRAMING FOR FALSE
PROVIDE 2x BLOCKING
2x4 BRACE IF REQ'D
(1) A23 FROM
6' FROM EAVES.
PER PLAN O
>
0
ROOF SHEATHING
FOR NAILING
TRUSS PER PLAN
W/ (2) 12d END NAILS
NAILS, TOENAILED @
LINTEL SEE PLAN
O.C. EA. FACE OR (3)
BEAM @ 16" O.C., IF REQ'D W/ (4)
SPAN 2'-0") w/ (2) 16d 2'-0" MAX
TO EA. ADJ DIAG.
STRONGBACK TO
@EACH END
EACH END.AT 24" O.C.
O
12d NAILS STAGGERED
PLAN
END NAILS EA. END
STUD TOP & BOTTOM
GREATER HEADER Q
c.6 W O 5,.,- E
0
TIE BEAM COURSE w/
10d NAILS @ EA. TRUSS BRACE
W
F-
FASTEN TO DIAG.w/(2)
2x WALL, SEE PLAN
SEE PLAN FOR
a
z
2X CRIPPLES @ 16" O.G.
SP4 TOP OF CRIPPLE AT
FROM TOP OF WALL
HEADER EA. SIDE W/
TO STUD)
W
11
(1) #5 CONT.
TOP AND BOTTOM 2x4 #2 SYP
STRAP LOCATION W/ SIMPSON SP2 TYP.
- VARIES
ATTACHED TO FTG
16d NAILS.
SUPPORT AND IE
TO BOTTOM
(11) 10d NAILS
SP4 TOP OF CRIPPLE AT
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
NOTE: PIPE OR DUCT W/ (2) 10d NAILS @ 3" O.C. DOUBLE 2x4 TOP NAIL FIELD INSTALLED NOTES:
WITHIN 48" OF SPLICE PLATE TOP PLATE TO FRAME 1) ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDES OF THE COLUMN
PLATE LENGTHS MUST PENETRATION OF WALL OR PRE- 2) ALL NAILS PENETRATE AT LEAST 3/4" OF THE THICKNESS OF THE LAST LAMINATION
BE AT LEAST 8'-0" MORE THAN 50% OF THEN O.C.ROWS 10d NAILS PROVIDE 2x4 ON TOP ASSEMBLED WALL 3) FOR 5 -PLY, PROVIDE 1/4"DIA. x 5 1/2" LAG SCREWS OR EQUAL (SPACE AS SHOWN FOR 3 -PLY) EDGE DISTANCE
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PSPN516Z W/ (12) 16dW/ (2) 10d NAILS 3" O.C. NAILING
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\d I I • •/ O.C. � JOB No. DWH-0205194
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DATE: 05/14/18
SIDE VIEW @BASE OF POST SIMPSON H3 CLIP DESIGNED FOR g
SHINGLE ONLY z
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rCDOI CORNER COLUMN FRAMINGD01 TYPICAL SHED ROOF DETAIL NOT USED
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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
NOTE: ALL FLOOR PRE-ENGINEERED TRUSS STRAP - SEE PRE-ENGINEERED
TRUSSES TO BE P.T. IF ROOF TRUSS SEE FRAMING PLAN FOR ROOF TRUSS - SEE
NO MOISTURE FRAMING PLAN FOR CONNECTIONS FRAMING PLAN FOR
BARRIER (FELT PAPER LOCATION & SPACING LOCATION & SPACING
OR SIM) IS PROVIDED STRUCTURAL COL PER STRUCTURAL COL PER
TRUSS STRAP - SEE PLAN FOR SIZE AND
NOTE:
WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN
WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND
BOTTOM AND ALONG EACH SIDE W/ (2) A34 CLIPS OF OPENING TO TRANSFER
LATERALLOADS
NOTE:
WHEN 3 OR MORE WINDOWS ARE IN A ROW (ONLY JAMB STUDS BETWEEN
WINDOWS) CENTER WINDOWS MUST HAVE LSTA30 STRAPS TOP AND
BOTTOM AND ALONG EACH SIDE OF OPENING W/ (2) A34 CLIPS TO TRANSFER
LATERALLOADS
PLAN FOR SIZE AND
FRAMING PLAN FOR REQ'D # OF STUDS
CONNECTIONS REQ'D # OF STUDS
..
' DOUBLE 2x TOP PLATE DOUBLE 2x TOP PLATE SOLID SHEATHING @ SOLID SHEATHING @
2x BOTTOM PLATE 2x BOTTOM PLATE HEADER - HEADER
PRE-ENGINEERED 3/4" FLOOR SHEATHING 3/4" FLOOR SHEATHING SIMPSON SP4 W/ (6) F SIMPSON SP4 W/ (6)
SHINGLE OR TILE PER
ROOF TRUSSES AT 24" F < 10d x1-1/2" 24" O.C.<( 10d x1-1/2" 24" O.C.
ARCHITECTURAL O.C. ATTACHED PER ATTACHED PER <s @ sy @
ELEVATIONS. NAILING SCHEDULE NAILING SCHEDULE SIMPSON STRAP W/ STA24 yFFT &USE SP6 @ 2x6 SPS @ 2x8 STUDS) STUDS SIMPSON LSTA24 FFr (USE SP6 @ 2x6 STUDS
STRAP W/ (22) 10d & SP8 @ 2x8 STUDS)
NAILS. BEND STRAP NAILS. BEND STRAP
PRE-ENGINEERED
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SIMP. HTT4 3", THEN RUN DOWN 3", THEN RUN DOWN (2) 2x SPF TOP PLATE
FRAME CONNECTION.
O.C. W/(18) 16d x 22' NAILS FACE OF JAMB STUDS/ FACE OF JAMB STUDS/
SEE STANDARD HEADER - SEE 2ND
CONNECTOR NOTES TO POST (U.N.O. ON HEADER HEADER -SEE 2ND HEADER FLOOR PLAN FOF?kAIN. Q
TYPICAL TRUSS TO ALL THREAD W/7MING PLAN) &MIN. \ FLOOR PLAN FOR MIN. L ` ''
HEADER SIZE & REQ'D �/ W C"
e HEADER SIZE & RE_ 'D z ��111111U//
FRAME CONNECTION. 1 SIMPSON LSTA30 EXTERIOR SHEATHING
REFER TO PLAN FOR EMBEDMENT INTO TIE O \ FROM TOP OF WALL JAMB STUDS ` N•••• /� oD
SEE STANDARD JAMB STUDS �j� // 00
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CONNECTOR NOTES BUILT-UP COLUMN BEAM USING SIMP. SET STRAP CENTERED FLOOR TRUSS SEE ( EXTERIOR SHEATHING `9� ••. ..� �� ii .—
INFO. BEAM) ATTACHED e• •rn ,,_•6-•� ''� W
EPDXY \ FLOOR TRUSS PER BETWEEN COLUMN FROM TOP OF WALL • '• 2 ' CV _j z
PLAN AND GIRDER/BEAM FRAMING PLAN FOR ) =� � p p. j U
PRE -ENG. FLOOR PROVIDE SOLID CONNECTION INFO. NAILING SCHEDULE. IF HEADER IS UPSET TO BOTTOM OF FLOOR Q Cl) 2Q
BEARING BELOW W/ (22) 10d AND WINDOW IS SYSTEM (RIBBON / _ 2 * "� ¢: Q �
SYSTEM - IF NO FLOOR BLOCKING BELOW SEE DETAIL WS11THIS (2) 2x SILL AT WINDOW LOWER: (1) 2x SILL BEAM) ATTACHED PER IF HEADER IS UPSET _ UJ w d ¢ p� Z
SEE PLAN NAILS FLOOR GIRDER OR - O " ui Q
SYSTEM INSTALL COL. EVEN WITHIN SHEET FOR MORE INFO W/ 2x CRIPPLE STUDS PLATE W/ (2) 10d NAILING SCHEDULE. AND WINDOW IS 2 r z'}- p
MASONRY WALL SEE BEAM; SEE PLAN AT EA. END NAILED TO TOENAILS. EXT. LOWER: (1) 2x SILL % Q z
KNEEWALL &PROVIDE FLOOR TRUSS PLAN FOR MORE INFO STUD PACK W/ 10d HEADER OPENINGS PLATE W/ (2) 10d ��/ ••••....•••'• !� - a O
SOLID BLOCKING NAILS @ 8" O.C. THEN LESS THAN 4FT:(1) 2x TOENAILS. EXT. p�����e m �
UNDER COLUMN _ TYPICAL GIRDER COL. CONNECTION SO TYPICAL GIRDER COL. HIGH BEAM sruos @ 16" O.C.- HEADER OPENINGS
DBL. TOP PLATE ABOVE @ SILL PLATE W/ (2) 10d
ATTACH SILL W/ (2) 10d TOENAILS. OPENING LESS THAN 4FT:(1) 2x w
SEE ARCHITECTURAL BAND JOIST & BLKG 3/4"=1'-0" 3/4"=1'-0" TOENAILS AT EA. END SILL PLATE W/ (2) 10d o
PLAN FOR OVERHANG HDR. PER PLAN LARGER THAN 4FT: (2)
OR LVL GIRDER OF SILL (MAX OPEN'G 2x SILL PLATE W/ A35 TOENAILS. OPENING
INFO 2x 2ND FLOOR STUDS WIDTH 4'-0"). USE A35 CLIPS EACH SIDE W/ 2x (2) 2x SILL AT WINDOW LARGER THAN 4FT: (2) C9
MIN 2x4 SPF #2 STUDS SEE PLAN FOR MORE W/ 2x CRIPPLE STUDS _z
MTSC40 POST ABV. TO (2) SIMPSON LSTA18 CLIP AT EA. END FOR CRIPPLES @ 16" O.C. 2x SILL PLATE W/ A35
WINDOW AS @ 16" O.C. SEE PLAN AT EA. END NAILED TO o W
POST BELOW U.N.O. STRAPS CENTERED OPENINGS GREATER W/ (2) 10d TOENAILS CLIPS EACH SIDE W/ 2x =� F-
@ STUD PACK W/ 10d
SCHEDULED FOR MORE INFO. PROVIDE SOLID FLOOR W/ (14) 10d THAN 4' BUT LESS T&B (PLYWOOD CRIPPLES @ 16" O.C. Q
NAILS @ 8" O.C. THEN 00
EXTERIOR FINISH PER BLOCKING WITHIN FLR. SEE FLOOR FRAMING A TA NAILS THAN 6' SHEATHING REQ'D STUDS @ 16" O.C. W/ (2) 10d TOENAILS o
PLAN INT, FINISH PER PLAN SYSTEM TO MATCH PLAN FOR FLOOR SIMP. HTT4 T&B) ATTACH SILL W/ (2) 10d
T&B (PLYWOOD
SEPARATE SHEATHING SHEATHING REQ'D O
COL. DIMENSION SYSTEM INFO. W/ (18) 10d x 2z' NAILS TOENAILS AT EA. END �
TO POST (U.N.O. ON UNDER WINDOW OF SILL (MAX OPEN'G T&B)
2x BOTTOM PLATE W/ REFER TO PLAN FOR w
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U.N.O. (2) 12d AT 12" O.C. BUILT-UP COLUMN ).
INFO. (2) SIMPSON LSTA18 (2) 16d NAILS @ 6" O.C. ALL THREAD W/ 7" MIN. CLIP AT EA. END FOR ~
3/4" FLOOR SHEATHING STRAPS CENTERED @ EMBEDMENT INTO TIE OPENINGS GREATER O
INSULATION PER PLAN ATTACHED PER BEARING WALL PER FLOOR W/ (14) 10d BEAM USING SIMP. SET THAN 4' BUT LESS z
SEE DETAILS WS10, NAILING SCHEDULE PLAN BEYOND NAILS ! ' CALIFORNIA CORNER A -A EPDXY THAN 6'
WS11 OR WS13 FOR FLOOR TRUSSES SEE COLUMNS (2) SIMPSON LSTA18 \ z
ADDITIONAL MID -HEIGHT BLOCKING (2) SIMPSON META16 STRAPS CENTERED @
INFORMATION THIS PLAN FOR DEPTH AND PER BEARING WALL FLOOR TRUSS TO FLOOR W/ (14) 10d
2x TOP &BOT. O
DIRECTION MASONRY WALL NAILS RIBBONS, CONT. a
SHEET SCHEDULE : \ w �
(3) 2x STUD PACK NOTE: ALL FLOOR
NOTE: ALL FLOOR � (1) SIMPSON LSTA30 _ (�
COLUMN BASE EXT. SHEATHING ATTACH PER NAILING TRUSSES TO BE P.T. IF
TRUSSES TO BE P.T. IF STRAP CENTERED O V)
NO MOISTURE CONNECTION PER FLUSH W/ FACE OF SCHEDULE NO MOISTURE BARRIER BETWEEN COLUMN SEE FRAMING PLAN W
BARRIER (FELT PAPER PLAN MASONRY ATTACHED (FELT PAPER OR SIM) IS AND GIRDER/BEAM FOR FLOOR _ Q
OR SIM) IS PROVIDED PER NAILING ATTACH 2x STUDS W/
BEARING REFER TO SCHEDULE; PROVIDE (2) 16d NAILS @ 6" O.C. (4) 2x STUDS PROVIDED SEE FRAMING PLAN BELOW W/ (22) 10d CONNECTION ►_-
1/8" GAP BETWEEN IF FLOOR SYS. NOT PRESENT PER FLOOR FOR FLOOR NAILS
FOUNDATION PLAN STANDARD CORNER A -A _ FRAMING PLAN, 2nd FLR STUDS TO BEAR ON
- SEE PLAN ;..:: SHEATHING AND CONNECTION w
— _ FOR FTG. CMU WALL BELOW PER DETAIL INCDICATED ONzi
INFORMATION MASONRY NOTE: IF WOOD WALL OR BEAM BELOW USE PROVIDE BLOCKING FLOOR GRIDER OR a
BOND BEAM I I� : : I H I N FLOOR FRAMING. INDICATED BASE STRAP
j 4 _ SIMPSON MSTC40 W/ (36} 16d SINKERS. IF FLOOR BELOW JAMBS BEAM
FLOOR SYSTEM DRAFT I (—� I I—III MASONRY WALL PER REQ'D ON EITHER SIDE OF WALL. IF WF02/SD5 O
STOPPING AT 1000 SQ I — — �� PLAN SYSTEM IS 18" TO 36" DEEP USE MSTC66 W/ 60 16d IS INDICATED, BASE STRAPS ARE REQ'D ON U W
— I=III= SINKERS AND 14 Ya"X2 Ya' TITENS TO MASONRY MASONRY WALL SEE p
FT MAX: DRAFT ( ) BOTH SIDES OF THE WALL W
PLAN FOR MORE INFO Q
LINTEL AS PER PLAN • � � STOPPING MATERIALS nS
MIN THICKNESS SHALL S03 TYPICAL TWO STORY COL. @GIRDER 6SO9 2nd FLOOR CORNER FRAMING ATTACHMENT fiso HEADER CONNECTION @ 2nd FLOOR SO HEADER CONNECTION @ 2nd FLOOR HIGH BM �
WD. HD3/4"=j'_0". HT. BE 1/2" GYP BOARD OR U a
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SEE PLAN V J
ATTACH TO FLOOR SHEATHING PER SHEATHING PER 3/4" FLOOR SHEATHING SHEATHING PER PLAN SHEATHING PER PLAN
TRUSS W/ 8d NAILS AT FLOOR SHEATHING & FLOOR SHEATHING & FLOOR SHEATHING a J 9 Z
16 O.C. TOP AND
NAILING PER FLOOR DETAIL WF10/SD3 NAILING PER FLOOR DETAIL WF10/SD3 ATTACHED PER ATTACH PER NAILING PER PLAN ATTACHED ATTACH PER NAILING O Pa U G
SHEATHING PER PLAN
FRAMING NOTES 2x STUDS , SEE FRAMING NOTES NAILING SCHEDULE SCHEDULE PER NAILING SCHEDULE z a
PRECAST SILL OR SILL BOTTOM CHORDS 2x STUDS ,SEE z
FRAMING PLAN FOR UNDER WINDOWS AND 2x STUDS , SEE ATTACH PER NAILING SCHEDULE O_ U < ` o
PER WINDOW FRAMING PLAN FOR z
2x4 #2 SYP BLOCKING SPACING AND GRADE GIRDERS: BLOCK FRAMING PLAN FOR SCHEDULE, 2x4 #2 SYP BLOCKING
MANUFACTURER SPACING AND GRADE D
WRITTEN @ 48" O.C. W/ (2)12d AND SEE ARCH PLAN CONTINUOUS FROM > z
AND SEE ARCH PLAN SOLID BETWEEN SPACING AND GRADE @ 48 O.C. W/ (2) 12d O W Q m
TOENAILS EACH END TO VERIFY SIZE RIBBONS W/ SIMPSON AND SEE ARCH PLAN TOP OF TOP PLATE TO TOENAILS EACH END a
SYS. 42 FLOOR TO VERIFY SIZE BOTTOM PLATE. 2x BOTTOM PLATE W/ 0 Z
SPECIFICATIONS 2x BOTTOM PLATE W/ TRUSSES @ 24" O.C. A35 EA. END TO VERIFY SIZE PLANER TRUSS PER a
Lj
2x4 #2 SYP ANGLE (2) 12d @ 12" O.C.x BOTTOM PLATE W/ 2x BLOCKING FOR 2x BOTTOM PLATE W/ 2x4 #2 SYP ANGLE (2) 12d @ 12" O.C. 0
EXT FINISH PER PLAN AGAINST TRUSS (MAX)M(2) 12d @ 12" O.C. BEARING WALL PER
SHEATHING/ DRYWALL (2) 12d @ 12" O.C. AGAINST TRUSS > V r>
VERTICAL @ 48" O.C. (1) ROW 8d NAILS @ 3" PLAN
W/ 3 12d NAILS EACH O.C. WALL SHEATHING (1) ROW 8d NAILS @ 3" ATTACHMENT W/ (2) (1) ROW 8d NAILS @ 3" VERTICAL @ 48" O.C. (1) ROW 8d NAILS @ 3" j WQ w
O 12d TOENAILS DOUBLE BOTTOM W/ (3) 12d NAILS EACH O.C. WALL SHEATHING C0 o E
VERT REINF. BEYOND END TO BOTTOM PLATE/ PLATE END o ? TO BOTTOM PLATE/ O °6 z
O.C. WALL SHEATHING O.C. WALL SHEATHING ,�
TOP CHORD TO BOTTOM PLATE/ EA. END TO BOTTOM PLATE w TOP CHORD p (� Q z
PRE -ENG FLOOR TRUSS TOP RIBBON ( 2 H5 EA. FLOOR _ Q U
2x SYP #2 RIBBON MIN () Z � > -
MASONRY WALL PER ,.I 2x SYP #2 RIBBON (MIN 2x4 TO TRUSS W/ 4 TRUSS TO DOUBLE � J p ,� m LL `� U)
OR FIELD FRAME 2x4 ) ( )
2x4 TO TRUSS W/ 4 BOTTOM PLATE SLIT FLOOR TRUSSES PER a O W -j p Of ° } �
PLAN f SYS. 42 FLOOR KNEE WALL STUDS @ } O 16d NAILS; BOTTOM LL o o 8
4 CONC. SLAB - TRUSSES @ 24" O.C. 16d NAILS; BOTTOM FLOOR DECKING TO PLAN 3 z J = Q =0<-Z
SEE FOUNDATION O.C. W/ (2) 16d NAILS RIBBON TO BE PT IF SEE TRUSS LAYOUT O F- O
MAX RIBBON TO BE PT IF ACCOMMODATE Z Z M z w z E
U) o P 2 lil o
@ EACH END. TRUSS TO BRG DIRECTLY ON F= Q ¢ w Y o
PLAN FOR MORE INFO (MAX)( ) BRG DIRECTLY ON CMU FOR HANGER STRAP Q O 0 w =
FIN. FLR. CMU W/ STRAP PER CMU ATTACH TRUSS U p g a
°
• _ STANDARD CONNECTOR (2) ROWS 8d NAILS (2) ROWS 8d NAILS @ BOTTOM CHORD TO O U g o
0'-0" L „ @ �. PLA B J W Q w
.• NOTES 3 O.C. WALL SEE N FOR 3 O.C. TYP. WALL BEAM BELOW W/ (2) w W a v o
co 2x RIBBON OR
GRADE �� MASONRY WALL PER r (1) ROW 8d NAILS @ 3" MASONRY WALL PER • r SHEATHING TO SIMPSON META16 AT CANTILEVER SHEATHING TO EA. ROWS 1/4"x3" SDS _ Z O
BLOCKING W/ (4) 16d BEAM PER PLAN
BOTTOM RIBBON MASONRY OR MTS12 RIBBON SCREWS @ 12" O.C. _ (n O
PLAN O.C. WALL SHEATHING PLAN OR (3) 16d TOENAILS �_-
TO BOTTOM PLATE 1/8" GAP BETWEEN AT WOOD FRAME MAX.
SEE FOUNDATION NOTE: ALL FLOOR NOTE: ALL FLOOR NOTE: ALL FLOOR
SHEATHING & CMU WALL w
DETAILS FOR FTG INFO TRUSSES TO BE P.T. IF 1/8" GAP BETWEEN TRUSSES TO BE P.T. IF TRUSSES TO BE P.T. IF (2) ROWS 8d NAILS @ Z
NO MOISTURE SHEATHING & CMU NO MOISTURE TRUSS TO CMU W/ MASONRY OR FRAME NO MOISTURE
BARRIER (FELT PAPER 2x4 PT SILL PLT. IF BARRIER (FELT PAPER STRAP PER STANDARD WALL PER PLAN BARRIER (FELT PAPER 3" O.C. WALL o M
TRUSS PER PLAN SHEATHING TO BEAM a
OR SIM) IS PROVIDED KNEEWALL OR SIM) IS PROVIDED CONNECTION NOTES OR SIM) IS PROVIDED p
Q M
fiso TYPICAL TWO STORY SECTION - SYSTEM 42 fiSl"�TWO STORY PARALLEL FLOOR CONNECTIONfiSl'�TWO STORY PERP. FLOOR CONNECTION S1 CANTILEVERED FLOOR TRUSS CONNECTION S1 FLOOR TRUSS TO GIRDER CONNECTION S1 PARALLEL TRUSS TO DROPPED BEAM z > N
3/4"=V-0" 3/4'=1'-0' _ _ _ _ J LL
"- ' 3/4"-1'-0" 3/4"-1'-0" 3/4"-1'-0" 3/4"-1'-0" w
FLOOR SHEATHING SHEATHING PER PLAN a W 0
PER PLAN ATTACHED ATTACH PER NAILING JOIST 2nd FLOOR WALL; SEE � J M 0
PER NAILING SCHEDULE PLAN FOR MORE INFO. z W W r V„
SCHEDULE IF SHEATHING IS NOT Q m F- Z 11
- CONT. TO BOTTOM OF O J 0 `Q
2x BOTTOM PLATE W/
(2) 12d @ 12" O.C. CONTRACTOR TO FLOOR TRUSS,X: 9 _j
SIMPSON LSTA18 z
(1) ROW 8d NAILS @ 3" PROVIDE ADEQUATE V LU W
Z V
STRAPS FROM EA.
R O.C. WALL SHEATHING STUD TO TRUSS REQ
WATERPROOFING. NO w W M
FLOOR TRUSSES PER
PLAN TO BOTTOM PLATE/ CONCRTE SLAB
TOP RIBBON PERMITTED g Y SEE ARCH DWGS FOR z W 0 W
IL
F �LLJ~Za
2x SYP #2 RIBBON (MIN a TOPPING INFO
LL z 2x4) TO TRUSS W/ (4) Uj a
w 16d NAILS; BOTTOM a 3/4" PLYWOOD FLOOR - W J Q 0
LU RIBBON TO BE PT IF SLOPE w DECKING ATTACHED
_ BRG DIRECTLY ON ' F. O W
J J U) PER NAILING 0> 0 Q p
LL CMU SCHEDULE w Q W p�
z N
SLOPED BALCONY
FLOOR JOIST (12"
TALL) W/ LUS26 OR U' STRUCTURAL ENG: RMG
(2) H2.5A TRUSS TO LUS46 TO LEDGER
N DRAFTING:
BEAM U.N.O. (1) ROW 8d NAILS @ 3" W
O.C. WALL SHEATHING 2x12 #2 SYP CONT. -
LEDGER W/ (3) 1/4"x4-1/2"-STRUCT: JW
BEAM PER PLAN TO BOTTOM RIBBON SDS SCREWS EQ. OC CHECK: EA
SEE WS10/SD4 FOR
JOB No. DWH-0205194
(2) ROWS 8d NAILS @ ADDITIONAL INFO -,`= SPACED VERTICALLY @
3" O.C. WALL sF.':;.: 24" O.C. AND @ EA. END SCALE: AS INDICATED
SHEATHING TO BEAM VERTICAL (MIN. 2" FROM Q
TOP &BOTTOM)z
DATE: 05/14/18
w
0
S18 PERPENDICULAR TRUSS TO DROPPED BEAM BF01 SECTION AT BALCONY - NOT USED W
3/4"=1'-0" 3/4"=1'-0" a
6 4
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. -
EXT. SHEATHING 2x4 NAILER W/ (2) SHEATHING CONT. TO 2x4 BLOCKING W/ (2)
EXT. FINISH PER 2x8 MIN. SPF #2 @ 16" ATTACH PER NAILING 16d NAILS @ 16" O.C. 2nd STORY WALL 16d NAILS @ EA. END.
O.C. - SEE FRAMING SCHEDULE BOTTOM PLATE
ARCHS 2x4 STUDS @ 16" O.C. ATTACH PER NAILING BLOCK ADJACENT
PLAN FOR MORE INFO.
SCHEDULE BAYS @EACH
2x4 BLOCKING x 1/2" GYP. BOARD DIAGONAL BRACE AS
SHEATHING PER PLAN BETWEEN STUDS W/ SIMPSON H10A @ SHOWN. FASTEN ROOF
SHEATHING TO 2x
ATTACH PER NAILING (2) 12d TOE NAILS EACH DIAGONAL
BLOCKING W/ 8d NAILS
EACH END BRACE
SCHEDULE @ 6" O.C.
SEE LD02/SD3
FOR MORE INFO. CS18 EA. STUD ABOVE
2x8 #2 SYP P.T. SILL TO STUD BELOW W/ 11" (5) 16d NAILS
PLATE W/ 1/2" EPDXY END LENGTHS &
ANCHOR BOLT OR DIAGONAL BRACE TO
ANCHOR
W/ MIN. 7" (18)-18d NAILS BLOCKING
2x8 #2 SYP P.T. SILL 2x BOTTOM PLATE, PROVIDE 2x4 SYP #2
2 3/4" EMBED. @ 32" O.C. & 3" PLATE W/ 1/2" EPDXY ATTACH TO DOUBLE CONT. BRACE W/ (2)
FROM EA.END ANCHOR BOLT OR TOP PLATE W/ U 1/4" x
J -BOLT W/ MIN. 7" 16d NAILS EACH
EMBEDMENT @ 32 12.O. SDS SCREWS @ DIAGONAL BRACE.
MAX 1/8" GAP O.C. & 3" FROM EACH 12" O.C., STAGGER
ROWS 6" 1111111N/
BETWEEN SHEATHING END
AND CMU IF SHEATHING IS NOT O.S.B. TO OVERLAP
CONTINUOUS TO BASE 2x BEARING WALL TRUSSES PER PLA �` ... �`�J�j� ��i W
BOTTOM PLATE 1-1/4" .•••~ '•y / �� 00 a co
PLATE, SP8 TOP AND WITH ROOF LOAD (MIN.) �� ••* �� Y
REFER TO BEARING 2x LEDGER TO UPPER 2X4 SYP #2 DIAGONAL 4 p » �v p p • J _ (V _j Z
�- CONT. #5 IN TIE BEAM BOTTOM ARE REQ'D : � w 6.;•y O o
WALL SCHEDULE FOR FLOOR WALL W/ BRACE @ 48 O.C. MAr�f, ao ac• Q =1[, Q U
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�— STUD BASE z ►- v. O Q
EXT. FINISH PER CONNECTION & SDS SCREW @ 16" O.C. HORIZONTAL BRACE : Z p
ARCHS NOT REQUIRED •.
BOTTOM PLATE i •.
ANCHORS (2) 2x4 TOP PLATE V FROM EAVES. � ' •... pR �� >- O
F1 SECTION @ OPEN TO ABOVE fiFf BRACING @ 2 STORY FRAME WALL
0
O
o
TO BOTTOM OF SILL Cw 16" U.G. PER PLAN
PLATES U.N.O. m QQ
PLATE ATTACH PER Q
r--------------------------, NAILING SCHEDULE -xEADER
o
ROOF SHEATHING SE2E FLOOR PLAN O
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HANGER BY OTHERS SCHEDULE 2x4 CONT: W/ (2) 12d PRE ENGINEERED 2 W Z U) F_ _
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00-0
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(2) 2x SYP #2 MIN. 2x6 #2 SYP CONT. PER PLAN
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16 O.C. MAX. & 3 SIMPSON CS18 BELOW (� O � � � a �
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ROOF SHEATHING m g Q W
TRUSS a
TRUSS. VERIFY W/ I E- �
!TLRUSS SHOP I ATTACHED PER B W O Q W Q
IDRAWINGS 2x8 SYP #2 LEDGER W/ NAILING SCHEDULE = ~ _j >' C- �
L--------------------------• I 12x SPF BASE (n Z
(2) 2x SYP COLUMNS ON EITHER SIDE OF GIRDER, PROVIDE SUFFICIENT MIN. (4) 16d NAILS TOC/)-
MASONRY WALL PER PLATE J I-•-
ROOM FOR GIRDER HANGER FLANGE. ATTACH LEDGER TO EA COLUMN EACH STUD (AT EACH PSN (2) 2x TOP PLATE O H X W W Q Q X w_
w/ (4) 1/4 x 3 1/2" (8 TOTAL) SIMPSON SDS SCREWS Tp SIDE OF G.T. USE (4) W a v w W J
OPT. TRUSS RECESS LEDGER 16d NAILS} PER EL V. ROVIDE SOLID BLOCKING PRE-ENGINEERED � N � � � � 2
(2) 2x HEADER SEE 2x #2 SPF STUDS @ 16" WITHIN FLOOR SYSTEM FLOOR SYSTEM - W w O O
NDER BUILT UP COLUMNS KNEEWALL OR BEAM
PLAN FOR MORE INFO O.C. w/ EXT. SHEATHING O z W
& CONNECTIONS FROM TOP OF WALL TO Q
601 LEDGER @GIRDER 603 LEDGER @ OPEN TO BELOW BorroM of TRUSS/ (2) 2x SPF TOP `"
GIRDER SEE PLAN FOR ° o ° ° ° d w
3/4"=1'-0" 3/4"=1'-0" PLATES U.N.O. w U
WINDOW ATTACHMENT �- °
INFO. IF WALL U e
WINDOW SEE PLAN SHEATHING ISN'T CONT. (2) 2x HEADER = A
FOR LOCATION LSTA18 STRAPS ARE SEE FLOOR PLAN SIMPSON CS18 w J Z
B STUDS ABOVE TO O a1 °
2X4 #2 SYP NAILER x BLOCKING w/ (2) 12d REQ'D FROM STUDS TO FOR MORE INFO STUDS BELOW z a
TO STUDS W/ 3-16d TOENAILS EACH SIDE GIRDER BELOW 2x STUDS SEE PLAN O U < `oma S
@ EA. STUD. IF WALL SHEATHING IS SEE LD02/SD3 FOR STUDS ABOVE ARE '--. Z8
SEE 2ND FLOOR STOPPED BELOW MORE INFO IF TO ALIGN W/ STUDS >
ATTACH TRUSS TO EXT. SHEATHING FROM STA3 Z
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ADDITIONAL NAILER W/ (3) 10d ALIGN 2ND FLOOR TOP OF WALL TO DBL HEADER TO �
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ROOF SHEATHING _
ROOF STUDS SHEATHING IS NOT @ 24" O.C. TO FLOOR I I I ( - STUD 0
SIMPSON H2.5 I 00 AND EXTERIOR
TRUSS r0 LEDGER ____ SHEATHING CONT. ADD BLOCKING SYSTEM BELOW ATTACHED PER 2x P.T. BASE PLATE SEE
(A U
I I = =_===- ATTACHED PER (2) 2x SPF#2 BASE @ SHEATHING SPLICE NAILING SCHEDULE BEARING SCHEDULE FOR j n/ 0 W
NAILING SCHEDULE PLATE. ATTACH 1ST PLY W/ 3 1 O TOENAILS PLYWOOD FLOORING A.B. INFO L.L
2X8 #2 SYP CONT. W/ (2) 16d NAILS @ EACH EA. END. SIMPS. SP4 SEE FLOOR FRAMING �\ O Q Z n rn
IMIN..2x6 #2 SYP I TRUSS, THEN ATTACH @ TOP REQ'D PLAN FOR MORE INFO - 0 M
LEDGER W/ (4} 16d Q Z_ U _
(CONT. LEDGER w/ (2) I — — I 2ND PLY W/ (2) 10d NAILS ROOF SHEATHING A U O J LL
NAILS. ATTACH NAILS SEE FOUND. PLAN FOR FTG. REQ. w m
rn J cnworoo
IYa'x3" SDS WOOD - - - - I I INTO END OF EA. @ 12" O.C. ATTACH PER NAILING I O W o o v "
ISCREWS @ 16" O.C. < : I === FLOOR TRUSS, 24" SIMPSON CS18 PER SCHEDULE LAN I STRAPS TOP & O (� D m o < w o
MAX - EQUALLY ; ' USS DIREC �. O z z
O.C. MAX. (INSTALL (4) wF16/ 2x4 SYP#2 BLOCKING L - - - 1/2 J -BOLTS @ 7 FROM EA. END OF AT OPENINGS LARGER THAN 4'-2 ATTACH BOTTOM OF EA. STUD Z z w E
SPACED & 3" FROM �' — &MORE INFO — — — A C Q Q ¢ w Y o
NAILS AT EA. SIDE OF �// 2 1 PER BEARING WALL O u- w s
END OF LEDGER - LEDGER RECESSED I O Od TOE NAILS — — _ — — — WALL &WALL OPENINGS @ 32 o;c. O TOP PLATE TO HEADER WITH LSTA12 BENT U o M a
INTO TRUSS. VERIFY ( G.T.) MAX. W/ 6 MIN. EMBEDMENT & 2 OVER W/ (5) 1 Od NAILS INTO TOP PLATE AND SCHEDULE O U F.: 0
USE (3) SREWS IF 24 LOW ROOF TRUSS W/ Wawf
IO.C. IS REQUIRED w/ SHOP DRAWINGS I SIMPSON LUS26 OR (2) 2x TOP PLATE WASHER SEE BEARING WALL FOR ALT's (5) 10d NAILS INTO HEADER w UJ U- '...� oo
16" TALL RAISED HEEL
I IF 2 -PLY TRUSS BOTTOM CHORD 2 Z O
SEE PLAN FOR SEE HEADER SUPPORT SCHEDULE
L_ - - - _ - _ _ _ _ _ _ _ - - - - - - - - - - - - J
SIMPSON LUS26-2
BEARING WALL
2x8's MIN. SPF #2 @ 16"
FLOOR GIRDER SEE
B
ON NOTES &CONNECTOR LEGEND
O.C. MAX W/ MID POINT
TRUSS TO LEDGER
8" CMU WALL, TYP.
iv
ATTACH EACH TRUSSCONNECTION
PLAN FOR
BLOCKING (U.N.O.)
SHEET FOR REQUIRED QUANTITY
OPT, TRUSS RECESS LEDGER
SEE FLOOR
2x BASE PLATE W/ (2)2x BRG WALL W/ SIMPSON SP2 @
TO BEARING WALL
USING SIMPSON H10A
SEE TRUSS LAYOUT
OF JACKS / KINGS. # OF STUDS TO
MATCH BETWEEN FLOORSFOR
12d NAILS @ 12" O.C. TOP & SP1 @ BASE. LSTA18 OR
MSTAM24 EA. SIDE OF
U.N.O. ON FRAMING
TRUSS LOCATION
&CONNECTION INFO
USE SIMPSON MTS12 MTS12 MAY BE USED @ BASE.(WHEN
EA. STUD TO WALL
D04 SECTION LOW ROOF
@
MORE INFO. VERIFY
PLAN FOR LOCATION
on►nniRFr.TinM
2x BRG WALL W/
OR LSTA18 TO WALL IS CONT. BRG ON TRUSS
BELOW W/ (9) 1 O
NAILS AND (5) 1/4"x2
A/�
7 CTnPV IKITPDInD R�ADIAIr_ 1A/AI I
SIMPSON SP2 @ TOP & 2x BLOCKING W/ (2) 12d
BLOCKING BELOW. STRAP STUDS W/ LSTA18 @ 16" O.C.
TAPCONS PER
SP1 @ BASE. LSTA18 TOENAILS EACH END
NOT REQ'D IF STUD IS TO TRUSS BELOW)3/4"
STRAP; CENTER
OR MTS12 MAY BE
CONNECTED W/ MTS12 3/4" FLOOR SHEATHING ING ATTACHED
STRAP BETWEEN
USED @BASE 2x BASE PLATE W/ (2)
OR LSTA18 PER NAILING SCHEDULE
MASONRY WALL AND
12d NAILS @ 12" O.C.
EXTERIOR SHEATHING
2x BLOCKING W/ (2) 12d
FRAME WALL
TOENAILS EACH END FLOOR TRUSS PER
ATTACH PER NAILING 3/4" FLOOR SHEATHING
(2) 2x4 #2 SYP PLAN
CONTRACTOR MAY USE
SCHEDULE ATTACHED PER
BLOCKING W/ SIMPSON 7=
SIMPSON HTT4 AT
NAILING SCHEDULE
(2) 2x4 #2 SYP
HUC24-2 EACH END,
ttl
WINDOW JAMB STUDS
BLOCKING W/ SIMPSON
USE (4) 1 Od & (2) 1 Od
INSTEAD OF INDICATED
HUC24-2 EACH END,
NAILS. UNDER
EXTERIOR FLAT STRAP.
USE (4) 1 Od & (2) 10d
see PLAN
WINDOW JAMBS USE -
INTERIOR FLAT STRAP
NAILS. UNDER SEE PLAN
(2) 2x6 W/ HUC26-2. y
IS STILL REQUIRED AT
WINDOW JAMBS USE
JAMB STUD CONDITION
y
LOW ROOF TRUSS SEE
°
(2) 2x6 W/HUC26-2.
TRUSS PLAN FOR
SEE ARCHS FOR
LOW ROOF TRUSS SEE FLOOR TRUSS PER
CONNECTIONS (IF
FURRING AND
TRUSS PLAN FOR PLAN
TRUSS IS CONT. BRG
INTERIOR FINISH
° °
CONNECTIONS
ON MASONRY USE MASONRY (SHOWN)
MASONRY WALL PER
- MASONRY (SHOWN)
META16 @ 24" O.C. OR OR WOOD WALL PER
PLAN
OR WOOD WALL PER
ON WOOD USE HGA PLAN
PLAN
CLIPS @ 24" O.C.)
s
4 S14 SECTION @RAISED HEEL TRUSS
S1 SECTION @ COMBO TRUSS
fiFO WALL SPLICE
DETAILS
1/2"=l' -o"
1/2"=l'-0"
EXT. SHEATHING 2x4 NAILER W/ (2) SHEATHING CONT. TO 2x4 BLOCKING W/ (2)
EXT. FINISH PER 2x8 MIN. SPF #2 @ 16" ATTACH PER NAILING 16d NAILS @ 16" O.C. 2nd STORY WALL 16d NAILS @ EA. END.
O.C. - SEE FRAMING SCHEDULE BOTTOM PLATE
ARCHS 2x4 STUDS @ 16" O.C. ATTACH PER NAILING BLOCK ADJACENT
PLAN FOR MORE INFO.
SCHEDULE BAYS @EACH
2x4 BLOCKING x 1/2" GYP. BOARD DIAGONAL BRACE AS
SHEATHING PER PLAN BETWEEN STUDS W/ SIMPSON H10A @ SHOWN. FASTEN ROOF
SHEATHING TO 2x
ATTACH PER NAILING (2) 12d TOE NAILS EACH DIAGONAL
BLOCKING W/ 8d NAILS
EACH END BRACE
SCHEDULE @ 6" O.C.
SEE LD02/SD3
FOR MORE INFO. CS18 EA. STUD ABOVE
2x8 #2 SYP P.T. SILL TO STUD BELOW W/ 11" (5) 16d NAILS
PLATE W/ 1/2" EPDXY END LENGTHS &
ANCHOR BOLT OR DIAGONAL BRACE TO
ANCHOR
W/ MIN. 7" (18)-18d NAILS BLOCKING
2x8 #2 SYP P.T. SILL 2x BOTTOM PLATE, PROVIDE 2x4 SYP #2
2 3/4" EMBED. @ 32" O.C. & 3" PLATE W/ 1/2" EPDXY ATTACH TO DOUBLE CONT. BRACE W/ (2)
FROM EA.END ANCHOR BOLT OR TOP PLATE W/ U 1/4" x
J -BOLT W/ MIN. 7" 16d NAILS EACH
EMBEDMENT @ 32 12.O. SDS SCREWS @ DIAGONAL BRACE.
MAX 1/8" GAP O.C. & 3" FROM EACH 12" O.C., STAGGER
ROWS 6" 1111111N/
BETWEEN SHEATHING END
AND CMU IF SHEATHING IS NOT O.S.B. TO OVERLAP
CONTINUOUS TO BASE 2x BEARING WALL TRUSSES PER PLA �` ... �`�J�j� ��i W
BOTTOM PLATE 1-1/4" .•••~ '•y / �� 00 a co
PLATE, SP8 TOP AND WITH ROOF LOAD (MIN.) �� ••* �� Y
REFER TO BEARING 2x LEDGER TO UPPER 2X4 SYP #2 DIAGONAL 4 p » �v p p • J _ (V _j Z
�- CONT. #5 IN TIE BEAM BOTTOM ARE REQ'D : � w 6.;•y O o
WALL SCHEDULE FOR FLOOR WALL W/ BRACE @ 48 O.C. MAr�f, ao ac• Q =1[, Q U
° CMU WALL PER PLAN 1/4" X 3-1/2" SIMPSON 45° FROM o a ¢ O; z = s-.� -�
�— STUD BASE z ►- v. O Q
EXT. FINISH PER CONNECTION & SDS SCREW @ 16" O.C. HORIZONTAL BRACE : Z p
ARCHS NOT REQUIRED •.
BOTTOM PLATE i •.
ANCHORS (2) 2x4 TOP PLATE V FROM EAVES. � ' •... pR �� >- O
F1 SECTION @ OPEN TO ABOVE fiFf BRACING @ 2 STORY FRAME WALL
0
O
o
TO BOTTOM OF SILL Cw 16" U.G. PER PLAN
PLATES U.N.O. m QQ
PLATE ATTACH PER Q
r--------------------------, NAILING SCHEDULE -xEADER
o
ROOF SHEATHING SE2E FLOOR PLAN O
ATTACH PER NAILING
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HANGER BY OTHERS SCHEDULE 2x4 CONT: W/ (2) 12d PRE ENGINEERED 2 W Z U) F_ _
(TRUSS ( SP4 TOP OF EA. O a O o Z ~
PRE-ENGINEERED NAILS TO EACH STUD ZTRUSSES @ 24" O.C. c LL
O
12 MAX. PER PLAN STA30 HEADER STUD U.N.O.
00-0
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TRUSS PER PLAN TO BUILT UP STUD O Z Z � W z
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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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TO TRUSS W/ (3) /a" x 3" 3 1 �2��
O
z
(n _I
W
�J
SECTION X
DOUBLE TRUSS PARALLEL TO FLOOR
SDS WOOD SCREWS
TOE NAILS
¢
W
M m
H
LL
Z
-X
N.T.S.
EQUALLY
_j
SPACED/CENTERED IN
2x4 #2 SPF STUDS @
o
= Q
Cl)
2x4 CONT. TOP PLATE
TRUSS TO OUTSIDE
24 O.C. EVERY OTHER
ATTACH TOP PLATE TO
FACE OF TRUSS
STUD TO BE
2
i' O
W
W
STUDS W/ (2) 16d TOE 3Z'
ATTACHED TO TRUSS
i
J O
Z
(�
NAILS '�`'�`
(
BELOW (OTHERWISE
SEE ARCH PLAN
ATTACH W/ (2) 12d
oO
MAX. 4'-0" ABOVE FLOOR i
TOENAILS @ BOTTOM)
z
W
a
0.
2x4 #2 SPF STUDS @ X
Z
M
24" O.C. W/ (2) 12d X
NOTCH FLOOR
(
2x4 SILL PLATE W/ (2)
W J
� W
Q
TOENAILS BOTTOM
SHEATHING TO
16d TOE NAIL EA.
ACCOMMODATE 2x
CONT. BRACE & 10d
O
0 O
Q
C
2x4 SILL PLATE W/ (2)
NAILS @ 4 O.C. TO
o
0� Q
�2
LU
p�
NOTCH SILL AND
10d NAILS @ 4" O.C. ____
FLOOR SHEATHING
Z
Q�
CV
PLYWOOD FLOORING
(NOTCHED @ 2x6
TO ALLOW VERTICAL
VERTICAL LOCATIONS). I
ATTACH 2x4 TO TRUSS
w
STRUCTURAL ENG: RMG
TO SLIDE DOWN TO
W/ (2) Y4"x3" SDS
o
DRAFTING:
FACE OF TRUSS
SCREWS EQUALLY
SPACED & CENTERED
o
-STRUCT.
JW
ATTACH 2x6 VERTICAL
2x6 VERTICAL AND _=-
IN TRUSS
TO TRUSS W/ (3) Y4" x 3"
L -BRACE @ 6'-0" O.C. &j
QC CHECK:
EA
JOB No.
DWH-0205194
SDS WOOD SCREWS @ANY OPENING
BASE PLATE PER FLOOR PLAN NOTE: EQUALLY U
J SCALE: AS INDICATED _
ATTACHED PER PLAN 1. BASED ON MIN. TREAD DEPTH OF 10" AND MAX. RISER HEIGHT OF 7-3/4" SPACED/CENTERED IN TRUSS SEE PLAN Q
2. IF HEIGHT FALLS IN BETWEEN VALUES ROUND UP TO NEAREST HEIGHT TRUSS TO OUTSIDE I'- DATE: 05/14/18
ST01 GENERAL LANDING 3. (1) 2x BEAM REQUIRED THE OUTSIDE FACE OF THE LANDING FOR rST03�SECTION HANDRAIL W/ FACE OF TRUSS o
STRINGER ATTACHMENTS. SEE E CHART FOR MIN. SIZE OF INSIDE BEAM. NAIL �
(20 PLY BEAM
SCALE: 3/4" 1'-O" TOGETHER USING (2) 12d NAILS AT 4" O.C. FLOOR TRUSSES SCALE: 3/4" =1'-0" SINGLE TRUSS PARALLEL TO FLOOR PERPENDICULAR TO FLOOR W
STAIR FRAMING INFO = 4. BEAM TO BEAR ON SUPPORT COLUMN W/ (3) 16d TOENAILS (BLOCK SOLID N.T.S. U
UNDER BEAMS LESS THAN 2x12)
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