HomeMy WebLinkAbout2631 Flycatcher Way 18-1289 (A) NEW BUILDINGCOUNTY OF SEMINOLE I 0-29
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100004 DATE: May 09, 2018
BUILDING APPLICATION It: 18-10000461
BUILDING PERMIT NUMBER: 18-10000461
��S 1
UNIT ADDRESS: FLYCATCHER WAY 2631
17-20-31-502-0000-2310 / `1
TRAFFIC ZONE:022 JURISDICTION:
SEC: TP: RNG: SUP:
PARCEL:
SUBDIVISION:
TRACT:
PLAT BOOK: PLAT BOOK PAGE:
BLOCK:
LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISES
ADDRESS: 5200 VINELAND RD STE 200 ORLANDO
FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES; 2631 F'LYCATHCER WAY / WYNDHAM
PRESERVE
/
SFR
--------------------
--------------------------------------------------------
FEE BENEFIT RATE UNIT
CALL
UNIT
" --
TOTAL DUE
TYPE DIST SCHED RATE
--------------------------------------------------------------------------------
UNITS
TYPE
ROADS -ARTERIALS CO -WIDE ORD
Single Family Housing 705.00
ROADS- COLLECTORS
1.000
dwl unit
705.00
Nl{,
Single Family Housing .00
1.000
dwl unit
.00
FIRE RESCUE N/A
LIBRAKY CO -WIDE ORD
00
Single Family Housi.11 54.00
SCHOOLS
1.000
dwl unit
54.00
CO - WIDE ORD
Single Family Housing 5,000.00
1.000
dwl unit
5,000.00
PARKS N/A
LAW ENFORCE N/A
00
DRAINAGE N/A
00
.00
AMOUNT DUE
5,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE//RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE, BUT NO LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771 �1
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THECOUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ICJ O
ISSUED WITHIN 60 CALENDAR DAYS FROM 'THE DATE ABOVE b'
Revision' City of Sanford
Response to Comments ❑fir? j° Building &Fire Prevention Division
`a xtjj�
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Permit # _ I� $� Submittal Date
Project Address:
Contact: TA A(A r1 ru,
Ph: Fax: ~'
Email: CV, FBF � Vf h DtVN . (-- O l
Trades encompassed in revision:
General description of revision:
Building
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❑ Plumbing
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❑ Electrical
❑ Mechanical
❑ Life Safety
❑ Waste Water
ROUTING INFORNIATtON
Department Approvals
❑ Utilities
❑ Waste Water
❑ Planning
❑ Engineering
❑ Fire Prevention
❑ Building -,r <: ,:II.19
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE
FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL
LIST OF REQUIREMENTS
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60 MIN.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM 0270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY
GRADED "No.1/No.2" BY NLGA, OR BETTER.
3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"
SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.
4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF
SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.
5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING
WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING)
SHALL BE SPF#2 OR BETTER U.N.O..
6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING
(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
H332 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 Ib/in' U.N.O. E = 2,000,000 Ib/int U.N.O. E = 1,500,000 Ib/int U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft = 1700 Ft = 1500
Fc ii= 3000 Fc ii= 3000 Fc ii= 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
MEANS AND METHODS
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF
ASTM F1667
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-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" O HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
S
**EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, A WELL AS 1st ( 2
)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
.FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURALSTEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S,
Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BEAT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8"
DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX LINO (LOW HYDROGEN). FILLET WELDS SHALL
BE Y/s' LINO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION
ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED
BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE
PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF
PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
LINTEL PLAN
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
S7A
ROOF FRAMING PLAN
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
SD2
GENERAL DETAILS
(-) VALUE DENOTES SUCTION
AREA
4O
5O
SD5
(+) 21.2
(+) 21.2
10
(-) 22.9
(-) 28.3
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
(+) 19.0
(+) 19.0
50
(_) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
(-) 19.8
22.0
GARAGE DOORS
9'-0" x T-0"
16-0" x T-0"
(+)18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4
5 5 f✓
STANDARD D DESIGN PRESSURE NOTES
AN
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER
SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -
RESIDENTIAL, CURRENT EDITION.
INDEX OF DRAWINGS
SHEET I SHEET TITLE
SC
STRUCTURAL NOTES
S1A
FOUNDATION PLAN
S2A
DOWEL PLACEMENT PLAN
S3
FOUNDATION DETAILS
S4A
LINTEL PLAN
S5A
FIRST FLOOR FRAMING PLAN
S6
NOTES & CONNECTOR LEGEND
S7A
ROOF FRAMING PLAN
SD1
GENERAL DETAILS
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
SD4
GENERAL DETAILS
SD5
TWO STORY DETAILS
SD6
TWO STORY DETAILS
ST1
GENERAL STAIR DETAILS
NUMBER I DATE
MASTER UPDATES
DESCRIPTION
INTIALS
1 3/29/2016 CREATED ELEV A, B, & C DP
2 4/10/2016 QC CLEANUP ITEMS & ADDED CELL TO SIDE OF WINDOW @ DINING DP
3 3/1/2018 UPDATED PER FBC 6th EDITION (2017) RESIDENTIAL CODE- ELEV'A' JHG
PER WP -231 (MID -FL. TRUSSES)
RECORD COPY
Ln
F-
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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QC CHECK:
MRB
JOB No.
PSQ-0204599
SCALE:
AS INDICATED
DATE:
03/01/18
SC
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SYMBOLS LEGEND
® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
* INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
QI INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM,
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2, PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5, EXTERIOR SLABS SHALL SLOPE 1/8" PER F00'T AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
'THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATIQN SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP ---
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
14'-0"
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
15'-8"
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (2) # 5 E.W.
15'-4"
BARS & 3" MIN. COVER TO EDGE OF CONC.
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SIDE 6" O.C.C.
M
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
2O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (3) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
U
2.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
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2.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
S3
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
f
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BARS & 3" MIN. COVER TO EDGE OF CONC.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.
O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x12" dp wl #5's EQUALLY SPACED EA.
3.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
2
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
4O
WAY MIN, 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x16" dp w/#5's EQUALLY SPACED EA.
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MIN (7) # 5 E.W.
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BARS & 3" MIN. COVER TO EDGE OF CONC.
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52"x52"x12" dp w/ #5's EQUALLY SPACED EA.
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45'-0"
SYMBOLS LEGEND
® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
* INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
QI INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
Q INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM,
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2, PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5, EXTERIOR SLABS SHALL SLOPE 1/8" PER F00'T AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
'THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATIQN SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP ---
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONDITIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
1O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (2) # 5 E.W.
Q O
BARS & 3" MIN. COVER TO EDGE OF CONC.
Lo O
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12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
24" SIDE @3" O.C. & MIN
1A
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
(3) #5 PARALLEL 12"
BARS & 3" MIN. COVER TO EDGE OF CONC.
SIDE 6" O.C.C.
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
2O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (3) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
28"x28"x12" dp wl #5's EQUALLY SPACED EA.
2.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
BARS & 3," MIN. COVER TO EDGE OF CONC.
30"x30"x12" dp w/ #5's EQUALLY SPACED EA.
2.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.
O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x12" dp wl #5's EQUALLY SPACED EA.
3.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
4O
WAY MIN, 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48"x16" dp w/#5's EQUALLY SPACED EA.
4A
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
48"x48" 24" dp w/ #5's EQUALLY SPACED EA.
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
52"x52"x12" dp w/ #5's EQUALLY SPACED EA.
4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
__BARS _& 3" MIN. COVER TO EDGE OF CONC.
54"x54"x16" dp w/#5's EQUALLY SPACED EA.
4.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/#5's EQUALLY SPACED EA.
�5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (9) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.
5O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
BARS R. 3"MIN COVER TO EDGE OF CONC
MIN (9) # 5 E.W.
66"x66"x16" dp w1#5's EQUALLY SPACED EA. w
5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN MIN (10) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC. I=–
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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.
SYMBOLS LEGEND
® INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
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JOB No. PSQ_0204599
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SCALE: AS INDICATED
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GRADE 60 #5 CONT. FT.G TO TIE BEAM.
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EXTERIOR FRAME WALL NOTES
1. 2x4 WALL STUDS WITHIN 5 FT OF EACH CORNER ARE CONSIDERED
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REQUIRED STUD SPACING.
2. SEE DETAIL WF10/SD4 FOR REQUIRED WALL SHEATHING THICKNESS
& NAILING PATTERN,
2.1. NOTE: CONTRACTOR TO TAKE CARE AND NOT OVER DRIVE
NAILS. IF NAILS ARE OVERDRIVEN, THE ENTIRE SHEET OF
SHEATHING IS TO BE REMOVED AND REPLACED. IF MORE THAN
50% OF THE SHEATHING IS OVERDRIVEN, CONTACT EOR FOR
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ULTIMATE WIND SPEED: 140 MPH EXPOSURE: B
STANDARD 2ND FLOOR FRAMING
NOTES:
1. ALL EXTERIOR WALLS, LESS OPENINGS, ARE CONSIDERED SHEAR
WALLS. U.N.O. ATTACH SHEATHING PER NAILING SCHEDULE.
2. AT ALL WINDOW / DOOR OPENINGS @ 2ND FLOOR, CONTRACTOR
TO FOLLOW THE DETAILS INDICATED BELOW:
OPENING SITTING ON MASONRY - WS06/SD5 (STRAPS/BASE
CONNECTIONS SHOWN ARE ONLY REQUIRED WHEN CALLED OUT
ON PLANS OR SHEATHING IS NOT CONTINUOUS)
OPENING SITTING ON WOOD BEAM - WS07/SD5 (STRAPS SHOWN
ARE ONLY REQUIRED WHEN CALLED OUT ON PLANS OR
SHEATHING IS NOT CONTINUOUS)
3. AT ALL CORNERS, CONTRACTOR TO FOLLOW DETAIL WS09/SD5
U.N.O.
4. IF SHEATHING IS NOT INSTALLED CONTINUOUS (ONE SOLID PIECE)
FROM BOTTOM OF FLOOR SYSTEM TO DOUBLE TOP PLATE OF
FRAME WALL, INSTALL REQUIRED SHEATHING SPLICE BLOCKING
PER PLAN DETAIL WF10 AT ALL LOCATIONS AS REQUIRED.
5. ANY INFORMATION WRITTEN AND/OR DETAILED ON THE FRAMING
PLAN i.e. BUILT UP COLUMNS, CONNECTORS, ENGINEERING
NOTES, SHALL SUPERCEDE ANY INFORMATION SHOWN ON A
STANDARD DETAIL. IF ANY ITEM IS IN QUESTION, CONTACT THE
ENGINEER OF RECORD FOR ADDITIONAL CLARIFICATION.
ROOF FRAMING PLAN
1/4"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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Revision f City of Sanford
Response to Comments ❑ Building & Fire Prevention Division
AUG 1 U 2Qj$ Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Permit# 18-1289 Submittal Date 8.15.18
Project address: 2631 Flycathcer Way (Wyndham Preserve lot 231)
Contact: Bill Youngman or Michelle Parkison
Ph: 407-529-3160 Pax:
Email: mparkison aaparksquarehomes.com
Trades encompassed in revision:
LI Bulldlllg
❑ Plumbing
❑ 6lectneat
❑ Mechanical
❑ Life Safety
❑ Waste Water
Department
❑ Utilities
❑ Waste Water
❑ Planning
❑ Engineering
❑ Fire Prevention
❑ Building
General description of revision:
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ROUTING INFORMATION
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SHEET INDEX:
00
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02
FIRST FLOOR
03
SECOND FLOOR
04.A
EXT. ELEVATION A, FRONT & REAR
05.A
EXT. ELEVATION A, LEFT & RIGHT
06
STAIR SECTION
07
FIRST FLOOR ELECTRICAL
08
SECOND FLOOR ELECTRICAL
D1
TYPICAL DETAILS
REVISION SCHEDULE:
NO: DATE: DESCRIPTION: BY:
1 02/22/18 UPDATE TO FBC 2017 C.C.
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entry:
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ABBREVIATIONS:
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,
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• DH - DOUBLE HUNG
-tl
• HR - HORIZONTAL ROLLER
• BP -BYPASS
• BF - BIFOLD
-
• TYP. -TYPICAL
NOTE:
SPECIALTY WINDOWS/DOORS, FIXED GLASS
WINDOWS, AND TRANSOMS ARE NOTED ON
PLANS.
NOTES:
1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB
SITE.
2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM
CALCULATED DIMENSIONS ONLY. ANY
DISCREPANCIES OR ERRORS TO BE REPORTED
PROMPTLY TO SUPERVISOR FOR CLARIFICATION.
3. MECHANICAL EQUIP. LOCATIONS WILL BE
DETERMINED BY COMMUNITY AND COUNTY CODES.
O
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4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB
PER CODE M307.2 & M1309.3.
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5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER
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6. VENT DRYER THRU EXTERIOR WALL U.N.O.Cn
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7. PROVIDE COLD WATER LINE FOR ICE MAKER LINE @
(I) -0
REF. SPACE.
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8. SAG RESISTANT DRYWALL ON ALL CEILINGS.
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9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN.
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10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL
0 E U
SHEETS FOR EXTERIOR WALL FINISH SPECS.
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11. REFER TO DETAIL SHEETS FOR FLASHING
REQUIREMENTS AT ALL WOOD TO MASONRY
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INTERFACES.
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12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3 2"
Z
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U.N.O.
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13. ALL EXTERIOR BOCK WALL DIMENSIONS TO BE 7 z"
2
U.N.O.
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14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O.
NW
•• ALL IN r. SECOND FLOOR CEILINGS AT 9_0" U.N.O.
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15. C.M.U. & FRAME WALL SYS rEM SEGMENTS WHICH
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HAVE AN UNINTERRUPTED LENGTH OF 12-0" OR
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MORE SHALL BE CONSIDERED SHEAR WALL SWS =
SHEAR WALL SEGMENTS.
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16. OPENING BETWEEN GARAGE AND RESIDENCE SHALL
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BE EQUIPPED w/ A 20 MIN. FIRE RATED SOLID WOOD
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OR HONEYCOMB CORE STEEL DOOR NOT LESS THAN
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1 3/8" THICKNESS AS PER FBC-R302.5.1.
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17. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING
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BENEATH HABITABLE ROOMS (TYP.)¢
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18. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140
W
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M.P.H.
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19. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING
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DEVICES INSTALLED.
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20. ALL OPERABLE WINDOWS LOCATED MORE THAN 72"
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ABV. SURFACE BELOW SHALL HAVE THE LOWEST
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PORTION OF WINDOW CLEAR OPENING A MIN, OF 24"
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ABOVE FINISHED FLOOR BEING SERVER PER
w z
(FBC-R312.2).
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21. ALL INT. DOORS TO BE 6-8" TALL U.N.O. OR PER
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BUILDER/ CLIENT
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22. 1/2" GYPSUM BOARD APPLIED TO THE GARAGE SIDE
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OF WALL TO UNDERSIDE OF DECKING
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DOOR SIZE CALLOUT:
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24 = 2'-4" 50 B.F. = 5'-0" BIFOLD
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26 =2-6 60 B.F. = 6'-0" BIFOLD
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28 = 2'-8"
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WINDOW NOTE KEY:w
WINDOW SIZE CALLOUT:
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2040 = Z-0" x T-0"
2050 = 2'4" x 5'-0"
+.
2060 = Z-0" x 6'1
• ALL WINDOW CALLOUTS ARE MEASURED IN FEET &
INCHES AS PER THE EXAMPLE TABLE ABOVE.
Area Tabulations
1 st floor:
2,027
Sf
2nd floor:
747
sf
Total Living:
2,774
sf
entry:
44
sf
covered lanai:
157
sf
garage:
610
Sf
Total Area:
3,585
sf
ISSUE DATE 02/22/2018
REVISIONS
PROJECT: 18-0163
SCALE: AS NOTED
DRAWN BY: JML & JFT
DESIGNED BY: MJS
FLOOR PLAN
PRE -WIRE
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First Floor Electrical Plan "A,B,C"
(Standard)
SCALE: 1/8" = TV (11x17) 1/4" = TV (2204)
OPTIONAL OVERHEAD SERVER
SAME AS UNDERGROUND
200 AMP
SERVICE
AMP
MAIN
DISC.
TYP.
ELECTRICAL
UNDERGROUND— PANEL
SERVICE BY (20 CIRCUITS)
POWER CO.
SCR AL.
SERVICE TO BE BONDED TO FOOTING STEEL
NEMA 3
SEE FLOOR PLAN FOR FUSE SIZE
A/C DISC.
#14 COPPER TO LIGHTS AND OUTLETS
#10 COPPER TO WATER HEATER
#8 COPPER TO RANGE
#8 TO A/C
NOTE:
ALL ELECTRICAL WORK AND MATERIAL PROVIDED SHALL COMPLY WITH THE FLORIDA
BUILDING CODE. (2017) THE ABOVE ELECTRICAL LAYOUT IS FOR BID PURPOSE ONLY.
200 AMP ELECTRICAL RISER
GENERAL NOTES KEY:
1. BUILDER TO VERIFY EXACT LOCATION OF FLOOR
OUTLETS IN FIELD.
2. ALL OUTLETS ARE TO BE AFCI PROTECTED.
3. ALL 15A AND 20A 120V BRANCH CIRCUITS WILL BE
AFCI PROTECTED.
4. ALL 15A AND 20A 120V BRANCH CIRCUITS
LOCATED IN THE GARAGE AND LAUNDRY WILL BE
GFCI PROTECTED.
5. ALL GARAGE BAYS WILL HAVE DEDICATED GFCI
OUTLET,
6. ALL OUTLETS LOCATED IN THE KITCHEN AND
BATHROOMS ARE TO BE GFCI PROTECTED.
7. DW. AND GARBAGE DISPOSAL ARE TO BE GFCI
PROTECTED.
8. EXCEPTIONS TO THE GFCI STIPULATION WILL BE
ALLOWED ONLY IF ALLOWED PER CURRENT
NFPA/NEC.
9. OUTLETS LOCATED IN THE LAUNDRY ARE TO BE
GFCI AND AFCI PROTECTED.
10. OUTLETS LOCATED WITHIN 64" OF A WET AREA
ARE TO BE GFCI PROTECTED.
11. ALL OUTLETS OVER COUNTERTOPS TO BE 42"
A.F.F. (U.N.O.).
12. ALL SMOKE/CARBON MONOXIDE DETECTORS
ARE TO BE HARD WIRED, INTERCONNECTED AND
AFCI PROTECTED.
13. 8'-0" HEIGHT VANITY LIGHTS IN MASTER
BATHROOM AND T-0" IN ALL OTHER BATHROOMS.
NOTES:
• THIS DIAGRAMMATIC PLAN IS INTENDED TO
SHOW LIGHTING AND CONVENIENCE OUTLETS
ONLY. IT IS THE ELECTRICAL CONTRACTORS
RESPONSIBILITY TO VERIFY THE REQUIREMENT
AND LOCATIONS OF ALL ELECTRICAL
EQUIPMENT, (INCLUDING KITCHEN EQUIPMENT)
AND PROVIDE AND INSTALL COMPLETE
ELECTRICAL SERVICE AS REQUIRED PER NFPA,
NEC, FBC CODES AND ALL REIGNING
MUNICIPALITY CODES, STANDARDS AND
ORDINANCES.
• LOCATION OF FIXTURES AND / OR OUTLETS ARE
SUGGESTED LOCATIONS AND MEET MOST LOCAL
CODE REQUIREMENTS. ADDITIONS OR
ADJUSTMENTS MAY BE MADE BETWEEN THE
OWNER AND BUILDER IN THE FIELD.
• ALL ELECTRICAL WORK AND APPLIANCES ARE IN
FULL COMPLIANCE WITH N.F.P.A., N.E.C., F.B.C.
6TH EDITION (2017) RESIDENTIAL, AND ALL
APPLICABLE LOCAL STANDARDS, CODES, AND
ORDINANCES.
• VARIOUS SYMBOLS ON ELECTRICAL LEGEND
MAY OR MAY NOT BE USED ON THIS PLAN.
ELECTRICAL KEY:
- CEILING MOUNTED LIGHT
PC
PULL CHAIN LIGHT
�
F0_01
RECESSED LIGHT
L�
WALL MOUNTED LIGHT
WALL WASH RECESSED
X
ELECTRICAL METER
SMOKE DETECTOR
CARBON MONOXIDE/ SMOKE DETECTOR
DUPLEX RECEPTACLE
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220 V RECEPTACLE
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1/2 HOT, 1/2 SWITCHED
WATER PROOF RECEPTACLE
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FLUSH MOUNT FLUORESCENT LIGHT
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TELEPHONE JACK
CABLE JACK
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LOW VOLTAGE
PRE -WIRE GARAGE DOOR OPENER
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ELECTRICAL PANEL
CHIME
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DISCONNECT SWITCH
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ELECTRICAL METER
SMOKE DETECTOR
CARBON MONOXIDE/ SMOKE DETECTOR
S.D.
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CHANDELIER
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ISSUE DATE 02/22/2018
REVISIONS
--------
PROJECT: 18-0163
SCALE: AS
NOTED
DRAWN BY: JML & JFT
DESIGNED BY: MJS
ELECTRICAL LAYOUT
07
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE
FLORIDA BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL
LIST OF REQUIREMENTS
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60 MIN.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM 0476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 30" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. LUMBER DENOTED AS SPF#2 OR SPF#1/#2 SHALL BE SPRUCE -PINE -FIR VISUALLY
GRADED "No.1/No.2" BY NLGA, OR BETTER.
3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"
SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.
4, OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF
SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.
5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING
WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING)
SHALL BE SPF#2 OR BETTER U.N.O..
6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING
(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
10.ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
HSS2 STUD SHOES, TYP U.N.O.
11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE
AWPA U1 STANDARD.
13. UNTREATED WOOD SHALL NOT BE 1N 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 vHALL 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 Ib/in' U.N.O. E = 2,000,000 Ib/in' U.N.O. E = 1,500,000 Ib/in' U.N.O.
Fb =2650 Fb =3000 Fb =2200
Ft = 1650 Ft= 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
Fc 1= 450 Fc 1= 900 Fc f = 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
MEANS AND METHODS
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF
ASTM F1667
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-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" O HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPOON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"4", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
`*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURALSTEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S,
Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8"
DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL
BE %o' UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION
ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED
BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE
PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF
PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
LINTEL PLAN
WIND PRESSURE & SUCTION
EFFECTIVE
S6
NOTES & CONNECTOR LEGEND
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
(- VALUE DENOTES SUCTION
AREA
4O
O5
10
(+) 21.2
(+) 21.2
(-) 22.9
(-) 28.3
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
(+) 19.0
(+) 19.0
50
(-) 20.8
H 23.9
100
(+) 18.0
(+) 18.0
H 19.8
22.0
GARAGE DOORS
9'-0" x T-0"
16'-0" x 7'-0"
(+) 18.4
+17.7
(-) 20.9
() 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4 a�
5 5 Y
101 a
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN T-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER
SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -
RESIDENTIAL, CURRENT EDITION.
INDEX OF DRAWINGS
SHEET I SHEET TITLE
SC
STRUCTURAL NOTES
SIA
FOUNDATION PLAN
S2A
DOWEL PLACEMENT PLAN
S3
FOUNDATION DETAILS
S4A
LINTEL PLAN
S5A
FIRST FLOOR FRAMING PLAN
S6
NOTES & CONNECTOR LEGEND
� S8 I MODEL SPECIFIC DETAILS 3
2
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
SD4
GENERAL DETAILS
SD5
TWO STORY DETAILS
SD6
TWO STORY DETAILS
STI
GENERAL STAIR DETAILS
MASTER UPDATES
NUMBER DATE
1 1 3/29/2016 1 CREATED ELEV A, B, & C
DESCRIPTION
INTIALS
M
2 1 4/10/2016 1 QC CLEANUP ITEMS & ADDED CELL TO SIDE OF WINDOW @ DINING IDP
3I 3/1/2018 1PER UPDATED
PER FBC 6th
TRUDIIT
EDITION (2017SSES) RESIDENTIAL CODE- ELEV'A' IHG
x
F-
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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-STRUCT: FIG
QC CHECK:
MRB
JOB No.
PSQ-0204599
SCALE:
AS INDICATED
DATE:
03/01/18
0
A W n,
SYMBOLS LEGEND
M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
® INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45" CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
,Y,
011"211K, ''III 11102WAMANIME11 11111
1/4"=1'-0"
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS *THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5, EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
B. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP ---
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF "THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONUI TIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
14'-0"
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
LLd.y�� cU
15'-8"
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (2) # 5 E.W.
15'-4"
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MIN P7CRACCEL
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
SIDE
24" SIDE @3" O.C. & MIN
N
1A
WAY MIN, 2" HORIZ. CLEARANCE BETWEEN
(3) #5 PARALLEL 12"
BARS & 3" MIN. COVER TO EDGE OF CONC.
SIDE 6" O.C.C.
>w_
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24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
Y3MF
2O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (3) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
Z
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S3
2.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
n
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30"40"x12" dp w/ #5's EQUALLY SPACED EA.
zIW
2.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
O
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
X
2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
MFO1
S3
BARS & 3" MIN. COVER TO EDGE OF CONC.
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MS31
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
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S3
BARS & 3" MIN. COVER TO EDGE OF CONIC.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.
.5
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WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
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MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
LUCQ
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CV
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
N
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2
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.
Y
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MIN (7) # 5 E.W.
BARS 3" MIN. COVER TO EDGE OF CONC.
.&
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
W
52"x52"x12" dp w/ #5's EQUALLY SPACED EA,
N
4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
—MF11
4.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/0's EQUALLY SPACED EA.
® I o
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (9) # 5 E.W.
I
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60"x60"x16" dp w/#5's EQUALLY SPACED EA.
L
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MIN (9) # 5 E.W.
\
BARS & 3" MIN. COVER TO EDGE OF CONC.
S3
56"x66"x16" dp w/#5's EQUALLY SPACED EA.
N
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (10) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
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BARRIER OVER COMPACTED FILL.
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9'-4"
5'-8" (2 -STORY FTG)
45'-0"
SYMBOLS LEGEND
M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
® INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45" CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
,Y,
011"211K, ''III 11102WAMANIME11 11111
1/4"=1'-0"
FOUNDATION NOTES:
1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE
LAPPED MIN. 6" AND SEALED. REFER TO FBC-R CURRENT EDITION
SECTION R506.2.3 FOR REQUIRED LOCATIONS
2. PROVIDE 4" 250OPSI CONC. SLAB W/ 6x6xW1.4xW1.4 WELDED WIRE MESH
PLACED AT MIDDLE OR UPPER 1/3 OF SLAB DEPTH OVER 6 MIL. VAPOR
BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM,
WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN
CURRENT CODE EDITION).
3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM
ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND @ EA. END.
LAP SPLICES SHALL BE NO LESS *THAN 30".
4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR
RECESSING DOOR SILLS.
5, EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE.
6, CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE
SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.)
CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE
THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR
USE ALTERNATE APPROVED METHOD.
7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY
COMMUNITY & COUNTY CODES.
B. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL
SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE
AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS.
9. NO WOOD STAKES PERMITTED IN FOUNDATION.
10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED
DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO
DETERMINE STEP LOCATIONS IF REQUIRED
11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS
AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD
FOOTING STEP DOWN AND CORNER INFORMATION.
12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE
SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH
PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION
13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER
COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS
FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE
PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL
CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS,
COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS
DETERMINED BY ASTM - D1557 ( MODIFIED PROCTOR).
THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS
BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000
PSF.
14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO
DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE
STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND
FOOTING SIZES PENDING DEPTH OF STEMWALL.
15. IF STEM WALL IS REQUIRED TO BE CONSTRUCTED TALLER THAN THE
HEIGHTS PROVIDED ON THE STEM WALL SCHEDULE --- STOP ---
CONTACT E.O.R. PRIOR TO CONSTRUCTION
16. ALL FOUNDATION PADS WHERE SHOWN ON THE BELOW FOOTING
SCHEDULE SHALL BE INSTALLED WHERE THE DEPTH OF "THE
FOOTING WILL BE MEASURED FROM THE LOWEST SLAB ELEVATION
MAINTAINING A MINIMUM DEPTH AS SPECIFIED. THE FOUNDATION
PAD MAY BE INSTALLED DEEPER THAN THE INDICATED PENDING SITE
CONUI TIONS AND/OR LOCATIONS. CONTRACTOR TO FIELD VERIFY
ALL MINIMUM FOUNDATION DIMENSIONS AND REINFORCEMENT
REQUIREMENTS ARE MET.
FOOTING SCHEDULE
12"x12"x12" dp w/ #5's EQUALLY SPACED EA.
LLd.y�� cU
O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (2) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
.'a`
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MIN P7CRACCEL
12"x24"x12" dp w/ #5's EQUALLY SPACED EA.
SIDE
24" SIDE @3" O.C. & MIN
N
1A
WAY MIN, 2" HORIZ. CLEARANCE BETWEEN
(3) #5 PARALLEL 12"
BARS & 3" MIN. COVER TO EDGE OF CONC.
SIDE 6" O.C.C.
>w_
W
24"x24"x12" dp w/ #5's EQUALLY SPACED EA.
2O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (3) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
Z
O
28"x28"x12" dp w/ #5's EQUALLY SPACED EA.
2.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
n
BARS & 3" MIN. COVER TO EDGE OF CONC.
30"40"x12" dp w/ #5's EQUALLY SPACED EA.
zIW
2.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (4) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
O
32"x32"x12" dp w/ #5's EQUALLY SPACED EA.
X
2.6
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
36"x36"x12" dp w/ #5's EQUALLY SPACED EA.
O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (5) # 5 E.W.
D_
BARS & 3" MIN. COVER TO EDGE OF CONIC.
42"x42"x12" dp w/ #5's EQUALLY SPACED EA.
.5
9>
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
42"x42"x16" dp w/ #5's EQUALLY SPACED EA.
Q
W
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (6) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
LUCQ
48"x48"x12" dp w/ #5's EQUALLY SPACED EA.
4O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
48"x48"x16" dp w/ #5's EQUALLY SPACED EA.
4A
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS 3" MIN. COVER TO EDGE OF CONC.
.&
48"x48"x24" dp w/ #5's EQUALLY SPACED EA.
4B
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
W
52"x52"x12" dp w/ #5's EQUALLY SPACED EA,
N
4.3
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (7) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x16" dp w/0's EQUALLY SPACED EA.
4.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (8) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
54"x54"x24" dp w/0's EQUALLY SPACED EA.
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (9) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
60"x60"x16" dp w/#5's EQUALLY SPACED EA.
5O
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (9) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF CONC.
56"x66"x16" dp w/#5's EQUALLY SPACED EA.
5.5
WAY MIN. 2" HORIZ. CLEARANCE BETWEEN
MIN (10) # 5 E.W.
BARS & 3" MIN. COVER TO EDGE OF GONG.
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
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SCALE: AS INDICATED
DATE: 03/01/18
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IN
N
SYMBOLS LEGEND
M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.)
a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5
CONT. FTG. TO TIE BEAM.
121 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT.
INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT
GRADE 60 #5 CONT. FT.G TO TIE BEAM.
(1) # 5 @ TOP, BOTTOM
& @ 24" O.C.
VERTICALLY BETWEEN
COLUMN & MAIN
HOUSE CMU
FILLED CELL
(1) # 5 @ TOP, BOTTOM
& @ 24" O.C.
VERTICALLY BETWEEN
COLUMN & MAIN
HOUSE CMU
PLAN VIEW
SECTION VIEW
(1) CONT. # 5 FROM
TIE BEAM TO FOOTING
MASONRY WALL
REINFORCING PER
PLAN (TYP).
D1 MASONRY COLUMN TIE IN
1/2"=1'-0"
DOWEL PLACEMENT PLAN
1/4"=V-011
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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-STRUCT: HG
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MRB
JOB No.
PSQ-0204599
SCALE:
AS INDICATED
DATE:
--
03/01/18
r..
THE GROUT IS LEVEL
AT CORNERS
WITH TOP OF BLOCK FOR
OVER COURSES NOT REQ'D
PROPER TRUSS/ FLOOR
PROVIDE
SYSTEM BEARING (MIN 3")
STANDARD #5
REBAR IS
HOOK BAR. LAP
INDICATED IN
OTHER BARS INTO
n
CORNER AS REQ'D
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W
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PRECAST "U"
METAL LATH OR WIRE SCREEN
LINTEL W/ 3000
OVER COURSES NOT REQ'D
psi CONC. PER
TO BE FILLED. (SHEET METAL
LINTEL PLAN. IF
& PAPER FELT PROHIBITED)
REBAR IS
I
INDICATED IN
tl
LINTEL, #5 TO BE
HOOK PER
HOOKED INTO
MD08
SIDE VERTICALS
TYPI
AL SHEAR WA
0)
°III o ` BOTTOM STEEL IN LINTEL IF
°
14*
INDICATE - SHOULD HOOK INTO
VERTICAL CELLS PER MD08
��.
L ROUGH OPENING PER PLAN
1 <r
(L
a WO W
o
LL
BAR SIZE BEND 0
LENGTH
O W
LL F-
BEND 0
LENGTH LAP SPLICE
"A"
I
"C,
tl
"A"
I' NO
°III o ` BOTTOM STEEL IN LINTEL IF
°
14*
INDICATE - SHOULD HOOK INTO
VERTICAL CELLS PER MD08
��.
L ROUGH OPENING PER PLAN
1 <r
L7L d L T �`I
`.
L BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE
`I I• MD08 FOR LAP INFO.
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
STANDARD 90 DEGREE HOOK
TYP. BOND BEAM 8" x 8" x 16" K.O.
LINTEL BLOCK FILL W/ 3000 psi CONC.
W/ (1) #5 DIA. REBAR
�- STD. 90 DEGREE ANGLE 3000 psi
CONC. W/ (1) #5 DIA. REBAR
8"x8"x16"CMU U.N.O.
INDICATES FILLED CELL FROM FTG. TO TIE
(L
a WO W
o
LL
BAR SIZE BEND 0
LENGTH
O W
LL F-
BEND 0
LENGTH LAP SPLICE
"A"
"B"
"C,
tl
"A"
I' NO
-SHEAR WALL
w
41/4
TYPI
AL SHEAR WA
0)
41/4
^CI J
#4 2112
-
L7L d L T �`I
`.
L BEAM W/ (1) #5 BAR W/ 3000 psi CONC. SEE
`I I• MD08 FOR LAP INFO.
TYPICAL TRUSS ANCHOR PER PLAN
PROVIDE SCREEN WHEN BLOCK BELOW
IS NOT REQUIRED TO BE FILLED
STANDARD 90 DEGREE HOOK
TYP. BOND BEAM 8" x 8" x 16" K.O.
LINTEL BLOCK FILL W/ 3000 psi CONC.
W/ (1) #5 DIA. REBAR
�- STD. 90 DEGREE ANGLE 3000 psi
CONC. W/ (1) #5 DIA. REBAR
8"x8"x16"CMU U.N.O.
INDICATES FILLED CELL FROM FTG. TO TIE
DO TYPICAL MASONRY CONSTRUCTION
3/4"=1'-0"
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
SEE DOWEL LAYOUT
PLAN FOR FILLED CELL
INFORMATION. MIN. (1)
IS REQUIRED ON
EITHER SIDE OF
OPENING U.N.O.
WINDOW BY BUILDER✓ :. (2) 2x8 SYP #2 P.T. WOOD HEADER
SEE WF01/SD3 FOR TURNED SIDEWAYS. ATTACH (2) 2x8
MORE INFO SYP #2 P.T. HEADER TO MASONRY
1 WALL W/ SIMPSON HU28-2 OR HUC28-2
I -T HANGER @ EA. END. USING (14) 1/4"
DIA. x 2 3/4" TAPCONS & (6) 10d NAILS
LE _ INTO HEADER, NAIL EACH PLY AND
EACH ADDITIONAL HEADER PLY W/ (2)
ROWS OF 10d NAILS STAGGERED @ 6"
O.C. AND MIN. 2" FROM ENDS.
DOOR OR WINDOW OPENING
MAX 4'-0" ` REFER TO DESIGN
PLANS FOR REQUIRED
IN -FILL FRAMING
DIMENSIONS
DO LINTEL W/ TRANSOM DETAIL
3/4"=1'-0"
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"
I' NO
-SHEAR WALL
T OPENING5—,r
41/4
TYPI
AL SHEAR WA
L SEGMENT
41/4
91/4 24
#4 2112
55/8
_
20
3
55/8
°
#5 31/8
I.
I L
1 d
25
DO TYPICAL MASONRY CONSTRUCTION
3/4"=1'-0"
SEE PLAN FOR TOP OF WALL AND LINTEL INFO
SEE DOWEL LAYOUT
PLAN FOR FILLED CELL
INFORMATION. MIN. (1)
IS REQUIRED ON
EITHER SIDE OF
OPENING U.N.O.
WINDOW BY BUILDER✓ :. (2) 2x8 SYP #2 P.T. WOOD HEADER
SEE WF01/SD3 FOR TURNED SIDEWAYS. ATTACH (2) 2x8
MORE INFO SYP #2 P.T. HEADER TO MASONRY
1 WALL W/ SIMPSON HU28-2 OR HUC28-2
I -T HANGER @ EA. END. USING (14) 1/4"
DIA. x 2 3/4" TAPCONS & (6) 10d NAILS
LE _ INTO HEADER, NAIL EACH PLY AND
EACH ADDITIONAL HEADER PLY W/ (2)
ROWS OF 10d NAILS STAGGERED @ 6"
O.C. AND MIN. 2" FROM ENDS.
DOOR OR WINDOW OPENING
MAX 4'-0" ` REFER TO DESIGN
PLANS FOR REQUIRED
IN -FILL FRAMING
DIMENSIONS
DO LINTEL W/ TRANSOM DETAIL
3/4"=1'-0"
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 24
#4 2112
55/8
91/2
20
3
55/8
121/2 32
#5 31/8
7
113/4
25
33/4
7
151/2 40
#6 33/4
8 1/16
14
30
41/2
8 1/16
181/2 48
#7 43/8
9 13116
16 112
35
5 1/4
913/16F21,3/4
56
I
LAP SPLICE EMBEDDED STANDARD 90° HOOK STANDARD 180° HOOK
DO REBAR SPLICE DETAIL
3/4"=1'-0"
#3 = 2 '/•2'
#4=2%Z'
#5=2%z'
#6=3"
#7=3%z'
IL
PROVIDE CLEAN OUT OPENING @ GROUT
FILLED CELL AND REBAR (TYP). MORTAR
JOINTS SHOULD NOT BE CUT
SEE FOUNDATION FOR FOOTING
6'-0" ¢
15'-8"
PRECAST LINTEL LOAD TABLE
LOADS LISTED BELOW HAVE BEEN CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING
APPROVED MAN. CAST -CRETE, QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL
GENERAL CONCRETE LINTEL SCHEDULE
APPROVED LINTEL MANUFACTURERS:
CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL
81`16-0B/1T
STANDARD LINTELS
81`20-113/1T
0 = 9'-4" T.O.M. = INTERIOR/EXTERIOR
STANDARD LINTEL NOTES
BLEAR OPENING
8' UNFILLED
8F8 -113/8F8 -OB
8F16-1 B / 8F16 -0B
8F24-113/81`24-013
8F32-1 B / 8F32 -0B
1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM.
2• (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY
OPENINGS. U.N.O.
3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO
HAVE MIN. 8" BEARING EA. END
4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN
INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT
ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL.
5. (`) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD
CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS
ADEQUATE FOR THE LOADS.
6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS
SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY
WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D.
7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL
SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS
MATERIALS
1'-6"
2231
3069/3069
6113/6113
8974 / 8974
10000 / 10000
2'-2"
1783
3069/3069
6113/5163
8974/8054
10000 / 10000
2'-8"
1343
2693/2561
6113 / 3820
8974/5961
10000 / 8107
T-2"
1217
2165/1969
6113/2931
8672/4576
10000/6224
TA"
1006
1663/1349
5365/1999
7342/3123
10000 14249
4'-0"
860
1651/1349
5365/1999
7342/3123
10000/4249
4'-6"
710
1423/1105
4360/1631
6036/2549
8328/3470
5'-2"
570
1232/1232
3480 / 2580
8360/3586
8825/4592
6'-2"
488
991/991
2661/2143
5681 / 2698
6472/3685
T-0"
416
752/609
1843/1625
3486/2602
6390/3302
8'-0"
354
726/699
1843 / 1625
3486/2255
6205/2885
9'-2"
315
618/535
1533/1247
2781 / 1946
4754/2489
10'-0"
292
567/454
1366/1277
2423/1770
4006/2263
10'-8"
277
492/352
1254/1132
2193 / 1567
3552/2003
11'-2"
255
471 /352
1075 / 1075
1838/1567
2883/2003
12'-0"
239
418/297
1075/1045
1838 / 1446
2883/1848
12'-8"
0
369/261
1002/984
1697/1361
2630/1738
13'-4"
0
328/0
1234/0
1779/0
2662/0
14'-0"
0
292/0
1160/0
1660/0
243910
16-0"
0
284/0
950/0
1379/0
1997/0
1. Fc PRECAST LINTELS = 3500 PSI.
2. Fc PRESTRESSED LINTELS = 6000 psi.
3. GROUTED PER ASTM C476 fg = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP.
4• CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE
STRENGTH = 1900 PSI.
5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW
RELAXATION. 7/32 WIRE PER ASTM A510.
18'-0"
0
21110
750/0
1177/0
167610
18'4"
0
142 / 0
598/0
1114/0
1 1468/0
20'-0"
0
180/0
598/0
102410
1 1441/0
20'-8"
0
1 145/0
550/0
981/0
1 137610
22'-8"
0
1 110/0
450/0
824/0
1 1147/0
RECESSED LINTELS -FILLED
CLEAR OPENING 8R6-1 B/8R6-OB 8R14-1B/8R14-0B 8R22-1B/8R22-OB
2'-4" 1694/1694 3725/3280 5499/5421
2'-8" 1425/1425 3343/3280 4933/4933
T-0" 1230/1230 2769/2769 4085/4085
TA" 1081 /920 2769/1716 4085/2839
4'-4" 846/833 2121/1716 3127/2839
5'-4" 664/572 1761 / 1761 2595/2595
6'-4" 526/434 1539/1539 1329/2267
7'-4" 480 / 322 1334 / 1334 1964 / 1552
8'-4" 415/235 1152/1152 1694/1552
1) FOR HEADER DEPTHS DEEPER THAN 32, USE VALUES FOR 32" DEEP HEADER
2) FOR HEADER DEPTHS NOT LISTED ON CHART, USE THE VALUES FOR THE NEXT DEPTH DOWN.
3) POWERS STEEL LINTELS MUST ALWAYS BE FILLED.
LINTEL DESIGNATION SCHEDULE
MARK
LINTEL
REQUIREMENTS
F = FILLED WITH GROUT
U = UNFILLED
R =RECESSED &FILLED WITH GROUT
QUANTITY OF #5 REBAR @
BOTTOM OF LINTEL CAVITY
81716-113/1T
- QUANTITY OF #5REBAR AT TOP
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-NOMINAL HEIGHT
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TYPE DESIGNATION NOMINAL WIDTH
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8R6-0B/1T
0
8F8-0B/1T
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8R14-1B/1T
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8F16-1B/1T
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16'_0" 8'-0" 6'-0"
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WALL LEGEND
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BOTTOM REINFORCING PROVIDED
7-5/85/8 IN LINTEL (VARIES)
8" NOMINAL WIDTH
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81`16-0B/1T
c�
81`20-113/1T
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a
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O
8R22-1B/1T
ARCHITECTURAL PLANS
O
8F24-1B/1T
U.N.O.
O
8R22-0B/1T
-
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8F24-0B/1T
J
O
8R30-1B/1T
POWERS STEEL
O
8F32-1B/1T
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0
8R30-0B/1T
LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/211. SAFE LOADS FOR ALL
O
81`32 -0B/1T
N
0
8F38-1B/1T
3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
O
81`12 -1 B/OT
0
F
O
81`40-1B/1T
ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL.
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8F28-1B/1T
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3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
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4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
0
F
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
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6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY.
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2. 0 = NOT RATED.
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3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED.
4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR
0
F
5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING
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8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
0
LINTEL PLAN
1/8"=1'-0"
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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DATE: 03/01/18
S4A
NOT USED
EXISTING TRUSSES AND
CONNECTIONS PER PLAN. NOT
SHOWN THIS DETAIL FOR
CLARITY, TYP.
CONTRACTOR TO FIELD CUT -
AND REMOVE THE EXISTING
MASONRY ALONG HEAD AND
BED JOINTS TO REMOVE ALL
MASONRY ABOVE THE
EXISTING WINDOW OPENING A
MIN. T-4" MEASURED
HORIZONTALLY AT EACH SIDE
OF EXISTING WINDOW
OPENINGS TO ALLOW REPAIRS
AS DETAILED ON THE
ATTACHED REPAIR DETAIL [R1].
NOTE: THE CONTRACTOR
SHALL MAKE SURE NOT TO
DAMAGE OR DEFECT THE
Q EXISTING 8" SOLID GROUTED
CONTINUOUS BOND BEAM W/
(1) #5 BAR REINFORCEMENT.
CONTRACTOR NOT TO OVER
CUT ONTO ADJACENT
MASONRY DURING THE
DEMOLITION OPERATION
NO REPAIRS TO THE EXISTING
FOUNDATION AT THIS
LOCATION
EXISTING TRUSSES AND
CONNECTIONS PER PLAN. NOT
SHOWN THIS DETAIL FOR
CLARITY. TYP.
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NEW 8" MASONRY LINTEL GROUTED
SOLID USING MIN. 3000psi CONCRETE
MAINTAINING MIN. 8" BEARING EACH
END (OVER EXISTING MASONRY
ONLY -NO INFILL MASONRY UNITS
ALLOWED). REFER TO LINTEL PLAN
SHEET [S4A] FOR ADDITIONAL
REQUIRED INFORMATION.
NOTE TO CONTRACTOR: LINTEL SHALL
BE INSTALLED OVER NEW AND OLD
WINDOW OPENINGS (NO EXCEPTIONS)
ALL MASONRY CELLS AS REQUIRED TO
BE GROUTED SOLID AND REINFORCED
SHALL BE A MINIMUM 8"x8" NOMINAL
MASONRY. IF DUE TO WINDOW
LOCATIONS OR FIELD ALTERATIONS A
CELL IS. FOUND TO BE LESS THAN 8"x8"
NOMINAL, RE-EVALUATE YOUR
LAYOUT AND ADJUST ACCORDINGLY.
EXISTING MASONRY
LINTEL PER THE
LINTEL PLAN [S4], TO
REMAIN
-_
- - - - -
- - — - - - - - - - - -
- - - - —
--ter - - -----
--
----
ADJACENT, WITHIN 8", TO NEW
REINFORCED, TYP.)
UNFILLED MASONRY BELOW
OR ENCLOSED WINDOWS SHALL
PROPER CONSOLIDATION
NEW AND ENCLOSED WINDOW
-FF ==—-
OPENINGS W/ MIN 3000psi
REINFORCED, TYP.)
CONCRETE.
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1
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CONTRACTOR MAY CUT DOWN
INTERIOR VERTICAL #5 REPAR
BELOW CAST WINDOW SILL AS
REQUIRED TO ADDRESS NEW
WINDOW OPENING SIZE
D1 DEMO PLAN @ EXISTING MASTER SUITE
N.T.S.
BELOW NEW WINDOW OPENING INSTALL —`
KNOCK OUT COURSE WITH (1) #5 CONT.
BAR AND STANDARD HOOK EACH END.
SOLID GROUT W/ MIN. 3000psi CONCRETE
AT EACH SIDE OF NEW WINDOW
3/0x5/0 (BUILDER TO VERIFY
CORRECT SIZE) LOCATION,
DRILL AND EPDXY (1) #5
VERTICAL BAR INTO EXISTING
FOUNDATION & EXISTING BOND
BEAM MAINTAINING A MIN. 6"
EMBEDMENT EACH END USING
SIMPSON SET -XP EPDXY OR
EQUAL (MIN. 25" LAP SPLICE IF
REQUIRED). SEE [MD06/S4A]
T-8" LINTEL MAX. SPAN
�,�-- EXISTING BOND BEAM W/ (1)
CONT. #5 BAR, TO REMAIN
WITHOUT DAMAGE OR
DEFECTS
EXISTING MASONRY WALL PER
PLAN, TYP.
EXISTING REINFORCED SOLID
GROUTED CELL PER THE
DOWEL PLACEMENT PLAN
SHEET S2C
NOTE:
CONTRACTOR IS RESPONSIBLE TO
BRACE AND/OR SHORE ALL FLOOR AND
ROOF LOADS PRIOR TO THE
COMMENCEMENT OF ANY FIELD
REPAIRS OR ALTERATIONS TO THE
EXISTING STRUCTURE.
CONTACT ENGINEER OF RECORD,
PRIOR TO FIELD ALTERATIONS IF
INFORMATION ON THIS DETAIL DIFFERS
FROM FIELD CONDITIONS.
CONTRACTOR IS RESPONSIBLE TO
ENSURE ALL FIELD REPAIRS AND/OR
ALTERATIONS ARE CARRIED OUT IN A
WORKMANLIKE MANNER AND
FOLLOWING ALL INDUSTRY STANDARDS
HATCH AS INDICATED THIS
DETAIL INDICATES
APPROXIMATE LOCATION
OF EXISTING MASONRY TO
BE REMOVED. BUILDER TO
FIELD VERIFY AND
CONTACT ENGINEER OF
RECORD IF FIELD
CONDITIONS DIFFER THAN
AS INDICATED THIS DETAIL
NEW 8" MASONRY LINTEL TO BE
INSTALLED CONTINUOUS TO BEAR OVER
EXISTING MASONRY BELOW, MINIMUM 8".
NEW 8" MASONRY LINTEL NOT TO BEAR ON
INFILL MASONRY UNITS EXISTING MASONRY WALL PER
PLAN, TYP.
EXISTING BOND BEAM W/ (1) CONT
#5 BAR, TO REMAIN WITHOUT
- - - - - - DAMAGE OR DEFECTS
FOR ADDITIONAL
REINFORCEMENT INFORMATION
AS REQUIRED. (ALL CELLS
ADJACENT, WITHIN 8", TO NEW
� REINSTALL NEW CO T. CAST
AS REQUIRED. (ALL CELLS
� �
I WINDOW SILL AND GROUT ALL
ADJACENT, WITHIN 8", TO NEW
REINFORCED, TYP.)
UNFILLED MASONRY BELOW
OR ENCLOSED WINDOWS SHALL
PROPER CONSOLIDATION
NEW AND ENCLOSED WINDOW
-FF ==—-
OPENINGS W/ MIN 3000psi
REINFORCED, TYP.)
CONCRETE.
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AS REQUIRED. (ALL CELLS
� �
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NEW AND ENCLOSED WINDOW
BE SOLID GROUTED AND
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REINFORCED, TYP.)
CONCRETE.
R1
REPAIR PLAN @ EXISTING MASTER SUITE
NO REPAIRS TO THE EXISTING
FOUNDATION AT THIS
N.T.S.
LOCATION
EXISTING WINDOW OPENING
FIELD VERIFY, TO REMAIN
EXISTING MASONRY WALL PER
�— PLAN, TYP.
- — AT ALL MASONRY UNITS
ADJOINING TO ADDED
REQUIRED REINFORCED AND
GROUTED CELLS, THE
CONTRACTOR SHALL FIELD
CUT AND REMOVE ALL END
WEBS TO ALLOW CONTINUOUS
GROUT FLOW FROM INFILL
MASONRY UNITS TO ADJOINING
FILLED CELL. NO ADDITIONAL
REINFORCEMENT REQUIRED IF
THIS PROCESS IS FOLLOWED
AT ALL MASONRY COURSE
WORK
--- AT SIDE OF ENCLOSED 2/0x2/0
(BUILDER TO VERIFY CORRECT
SIZE) LOCATION, DRILL AND
EPDXY (1) #5 VERTICAL BAR
INTO EXISTING FOUNDATION &
EXISTING BOND BEAM
MAINTAINING A MIN. 6"
EMBEDMENT EACH END USING
SIMPSON SET -XP EPDXY OR
EQUAL (MIN. 25" LAP SPLICE IF
REQUIRED). SEE [MD06/S4A]
FOR ADDITIONAL
REINFORCEMENT INFORMATION
�- ALL EXISTING MASONRY BELOW
AS REQUIRED. (ALL CELLS
ADJACENT, WITHIN 8", TO NEW
NEW OR IN -FILLED OPENINGS
OR ENCLOSED WINDOWS SHALL
SHALL BE GROUTED SOLID W/
BE SOLID GROUTED AND
MIN. 3000psi CONCRETE.
REINFORCED, TYP.)
CONTRACTOR SHALL VERIFY
PROPER CONSOLIDATION
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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SCALE: AS INDICATED
DATE: 03/01/18
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