HomeMy WebLinkAbout2422 Waxwing Way #17-2880; NSFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 17100007 DATE: October 03, 2017' U1
BUILDING APPLSCATION #: 17-10400717
BUILDING PERMIT NUMBER: 17-10000717
UNIT ADDRESS: WAXWING WAY 242.2 X1.7--20--31-502 0000--1440
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LO` -
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISE LLC
ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811
LAND USE: WYNDHAM.PRESERVE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 2422 WAXWING WAY./ LOT 144
WYNDHAM PRESERVE
----------------T-------T-mm -- ^--UNITTOTAL
TT-rm- -
FEEBENEFIT RATEUNITCALCDUE
TYPE DIST SCHED RATE UNITS TYPE
-----------------------------------------------------------------------------------
ROADS-ARTERIALS
CO -WIDE ORD
Single,Faadlyf
Housing
705.00
1.000
dwl
unit
705.00
ROADS'-COLLFCTQRS
N/A
Single Family
Hou Ing
OU
1.000
dwl,
unit
.QO
FIRE RESCUE
N)A
00
LIBRARY
CO -WIDE ORD
Single Family
Housinc{
54..00
1:000
dwl
unit
54.00
SCHOOLS
CO -WIDE ORD
Single Family
Hoping
5,000.00
1.000
dwl
unit
5,000.00
PARKS
.UO
LAW ENFORCE
N/A
00
DRAINAGE
N/A
.00
ANOU.N R DUE 5,759,00
STATEMENT -SIGNATURE:
RECEIVED BY:
( PLEASE PRINT NAME) DA'Z'E : L ob7
-c-
NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND
ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. k**
DISTRIBUTION: 1 -BLDG DEPT 3-APFLTCANT
2-FINArICE 4-LA1rLJ MANAGEMENT
**NOTE**
PERSONS ARE ADVISED .THAT' T41S 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 AMY 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 4.5 CALENDAR
DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT 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 PLAN IMPLEMENTA'T'ION OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
9\.
PAYMENT SHOULD BE; MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT, SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
***THIS STATEMENT IS NO LONGER. VALID IF A BUILDING PERMIT IS NOT***
ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE
* DETAIL OF CAL(MATION AVAIIJWLF UPON REQUEST- CAI:J� 407-665-7356.
,Revision LX
Response to Comments ❑
Permit # 17-2880
4"�"Subc�iittal Date
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
2/5/18
Project Address: 2422 Waxwing Way (Wyndham Preserve lot 144)
contact: Michelle Parkison
Ph: 407-529-3135 Fax: % ! f- V -P C
Email: mparkison a&parksquarehomes.com --Q6A �)�e
Trades encompassed in revision:
❑
Building
❑
Plumbing
❑
Electrical
❑
Mechanical
❑
Lille Safety
❑
Waste Water
Department
❑ Utilities
❑ Waste Water
❑ Planning
❑ Engineering
❑ Fire Prevention
❑ Building
General description of revision:
Revised Stair Framing
ROU'T'ING INFORMA'T'ION
Approvals
Fkf37
GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
CONSUMER SERVICES.
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," AGI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB,
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
PSI (fm = 1900 PSI)
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
HSS2 STUD SHOES, TYP U.N.O.
7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SEX) DOES NOT.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY, SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
I L
ENGINEERED LUMBER
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS BEAMS STUD
E = 1,700,000 Ib/int U.N.O. E = 2,000,000 Ib/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 11= 3000
Fc 11= 3000
Fc 11= 2100
Fc 1= 450
Fc j = 900
Fc 1= 450
Fv =285
Fv =285
Fv = 150
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
CONDITION U.N.O.
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(- VALUE DENOTES SUCTION
CEILING CONSTRUCTION
4O
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
MEANS AND METHODS
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL 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 6185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1,
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS "
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr =16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES= 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-83 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 154" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
AS INDICATED ON TRUSS SHOP DRAWINGS & BCS1-133. ("T" BRACING MAY BE USED I,L.O.
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
TABLE WITHIN BCSI-133).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D, EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
1. OMITTED REBAR
DRILL A 3/4" 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 2xl2'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5, OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS 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 X1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
3/6" 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 11
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
°
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
N VALUE DENOTES PRESSURE
AREA (SQ FT)
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(- VALUE DENOTES SUCTION
AREA
4O
O
S113
(+) 21.2
21.2
10
(-) 22.9
(-) 28.3
O
U"
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
(+) 19.0
(+) 19.0
50
(-) 20.8
(-) 23.9
W
(+) 18.0
(+) 18.0
100
(-) 19.8
- 22.0
GARAGE DOORS
9'-0" x 7'-0"
16-0" x T-0"
(+) 18.4
(+)17.7-
S6
1(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4 al
5 5
4$1,A,
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS
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COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
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NOTE: SEE PAGE S6 FOR NOTES AND CONNECTOR LEGEND 1/4"=11-011
COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited.
Revision
Response to Comments ❑
FEB 14 2018 q
BY: _'
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Permit # 17-2880 Submittal Date 2/5/18
Project Address: 2422 Waxwing Way (Wyndham Preserve lot 144)
contact: Michelle Parkison Ott.,
Pli: 407-529-3135 Fax:
Entail: mparkison&parksquarehomes.com
Trades encompassed in revision:
❑
Building
❑
Plumbing
❑
Electrical
❑
Mechanical
❑
Lire Safety
❑
Waste Water
General description of revision:
Added rer)air detail for clear story at stair area
ROUTING INFORMATION
Approvals
Department
❑
Utilities
❑
Waste Water
❑
Planning
❑
Engineering
❑
fire Prevention
❑
Building
General description of revision:
Added rer)air detail for clear story at stair area
ROUTING INFORMATION
Approvals
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED,
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
Y16" 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
ENGINEERED LUMBER
GENERAL NOTES
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
WIND EXPOSURE B
VALUES AS FOLLOWS:
FOUNDATIONS
COLUMNS BEAMS STUD
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
E = 1,700,000 Wine U.N.O. E = 2,000,000 Ib/int U.N.0. E = 1,500,000 Ib/int U.N.O.
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
Fb - 2650 Fb = 3000 Fb - 2200
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
Ft = 1650 Ft = 1700 Ft = 1500
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
Fc 1= 450 Fc 1= 900 Fc j = 450
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT
Fv = 285 Fv = 285 Fv = 150
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
(+) 21.2
CONSUMER SERVICES.
CONDITION U.N.O.
(-) 22.9
CEILING CONSTRUCTION
CAST IN PLACE CONCRETE
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
(+) 20.2
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
LIVING SPACE IS ABOVE THE GARAGE.
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
MEANS AND METHODS
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
ASTM A-615 GRADE 60
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
3, WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
FRAMING PLANS /DETAILS ALONG W/ CONNECTOR &COMPONENT MANUFACTURERS'
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
UNDER STAIR PROTECTION
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
(12.7MM) GYPSUM BOARD.
AT EACH END SHALL BE PROVIDED.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CENTER TO UPPER 1/3 OF THE SLAB.
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
BOLTS AND THREADED RODS
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
IS 15FT, 2 STORY HOME IS 30FT
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. ALL BOLTS &THREADED RODS TO BE ASTM A307 OR BETTER U.N.O.)
(
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
MINIMUM G50 ZINC COATING
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3, FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
PRESERVATIVE WOOD TREATER.
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
OF PRESSURE TREATED WOOD.
MASONRY WALL CONSTRUCTION
PREFABRICATED WOOD TRUSSES
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
PSI (fm = 1900 PSI)
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
AND STRUCTURAL PLANS FOR MORE INFO.
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
TRUSS ENGINEER OF RECORD
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
POSITIONERS IN MIDDLE OF WALL
LATEST EDITION OF ANSI TPI 1.
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
MANUFACTURER UNLESS NOTED ON PLANS
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
TRUSS DESIGN LOADS:
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
TOP CHORD: Lr = 16 PSF
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
DL - 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
DL - 14 PSF (TRUSS OVERBUILD)
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
BOTTOM CHORD: DL = 5 PSF
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
MINIMUM FLOOR DESIGN LIVE LOADS:
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
A) FLOORS = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL.W/
C) DECKS = 40 PSF D) STAIRS = 40 PSF
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
CONSOLIDATION.
MINIMUM FLOOR DESIGN DEAD LOADS:
WOOD CONSTRUCTION
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
GENERAL LOADING:
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
ATTIC WITHOUT STORAGE = 10 PSF
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
ATTIC WITH LIMITED STORAGE = 20 PSF
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
12d TOENAILS EACH END.
DURABLE OR PRESERVATIVE -TREATED WOOD.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3
BY OTHERS.
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
HSS2 STUD SHOES, TYP U.N.O.
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-133. ("T" BRACING MAY BE USED I.L.O.
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION,
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
TABLE WITHIN BCSI-133).
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
IS TO BE PRESSURE TREATED.
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
WOODEN TOP PLATES.
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
1. OMITTED REBAR
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
BEND).
2. STRAPS/CONNECTOR SUBSTITUTION
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED,
3. STAIR CONSTRUCTION
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCKAFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
Y16" 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
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(�) VALUE DENOTES PRESSURE
AREA (SQ FT)
(-) VALUE DENOTES SUCTION
AREA
O
0
(+) 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 7'-0"
(+)18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM5 5
4 4
5 5
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE,
2, MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS w
0 0 0 0
SHEET SHEET TITLE °
w
w
SC STRUCTURAL NOTES
w
- - - O
S113 FOUNDATION PLAN
Z
S213 DOWEL PLACEMENT PLAN
LU
S3 FOUNDATION DETAILS 01-1
S413 LINTEL PLAN
w z
T O Q_�
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Cn
S6 NOTES & CONNECTOR LEGEND a-
a- W
S713 ROOF FRAMING PLAN 0 �
Cr
rr w
SD1 GENERAL DETAILS � w
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SD2 GENERAL DETAILS >
- -- - W N c�
SD3 GENERAL DETAILS �0
SD4 GENERAL DETAILS
-- - - Q \ `� �i„<G.n9 W
SD5 2 -STORY DETAILS
a� ®°q. °°° /,tS �r 0 -
LL
SD6 2 -STORY DETAILS = W a� Cq
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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.
QC CHECK:
MRB
JOB No.
PSQ-2171526
SCALE:
AS INDICATED
DATE:
08/28/2017
ATTACH BEAM TO CMU I F1
USING HUC410 W/ (10) 10d ~ B2x12 TO SUPPORT p 2
NAILS & (18) 1/4"x2-3/4" - STAIR LANDING
TAPCONS A FRAMING
SEE DETAIL ST01/ST1 FOR = ___ N
ADDITIONAL LANDING ------ II =
FRAMING INFORMATION
ATTACH BEAM TO CMU ®-------- A
USING HUC410 W/ (10) 10d ---- ----"---------------
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PROVIDE 2x KNEEWALL S1
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O.C. AS REQ'D ATTACH EACH END TO TRUSSES F1
W/ (3) 12d TOE -NAILS. ATTACH S1
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C_
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PLATE
= 11'-4" T.O.M. IF REFERENCED ON SHEET w
ROD IS NOT INSTALLED CONTINUOUS FROM TOP
w cn
PLATE TO CMU BELOW, THE CONTRACTOR MAY
24" LONG 15/32"
INSTALL A MIN. SIMPSON CNW1/2 COUPLER NUT W/
PLYWOOD GUSSET ON
WITNESS HOLES OR EQUAL
v� w
f
CJ3F06
= KNEE WALL TOP ARCHITECTURAL PLANS
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12" LONG 15/32" PLYWOOD
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GUSSET ON EACH FACE OF
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24" LONG 15/32" PLYWOOD
GUSSET ON EA. FACE OF EA.
EXTERIOR FINISH
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PER DESIGN PLAN
STAGGERED
EXTERIOR WALL
ATTACH EACH BOTTOM PLATE TO CMU
SHEATHING AND \
��1 CJ5
NAILING PER PLAN
12" O.C. MAINTAINING A MINIMUM 2"
1-3/4"
EMBEDMENT INTO THE CMU. THE
MIN.
CONTRACTOR SHALL BE RESPONSIBLE TO
J
VERIFY ALL PLIES OF THE BOTTOM PLATE ARE
2x4 SYP#2 P.T.
NAILED/FASTENED TIGHT TO EACH OTHER
SILL PLATE
AND ALSO TIGHT TO THE CMU.
BEARING
NOTE TO CONTRACTOR: IF 2X8 SYP #2 P.T.
1
BOTTOM PLATE IS INSTALLED WITH 2X4 SYP
-
SEE PLAN
A5
1-3/4" MIN. CLEAR FROM J
WALL FRAMING, INSTALL (2) 1/4" X 6" TAPCONS
CENTER OF 1/2"
OR EQUAL @ 12" O.C. THRU DOUBLE BOTTOM
THREADED ROD TO
1z
EXTERIOR FACE OF CMU
- -
MSTAM24 EACH STUD TO WALL (@ 16" O.C.
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�-28.80
_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. 17
N.
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�-28.80
_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. 17
Revision 9
Response to Comments ❑
Permit # r
Project Address:
Lei- * lyy
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
Email: building@sanfordfl.gov
Submittal Date !:-,5% I V [l
� ` i cls --ten,
Contact: � � � V 1 A
IJ
Ph: Fax:
Email: _ � � CJ � 4 q �oy,�Q� • � �n
Trades encompassed in revision:
Building
❑ Plumbing
❑ Electrical
❑ Mechanical
❑ LiFe Safety
❑ Waste Water
General description of revision:
"(,J agr--C(ow
ROUTING INFORMATION
Department Approvals
❑
Utilities
❑
Waste Water
❑
Planning
❑
Engineering
❑
Fire Prevention
❑ Building tv
SHEET INDEX:
00 COVER SHEET
01 SLAB PLAN
02 FIRST FLOOR
.03 SECOND FLOOR
04B EXT. ELEVATION B, FRONT & REAR
05B EXT. ELEVATION B, LEFT & RIGHT
06 CROSS SECTION/STAIR SECTION
07 ELECTRICAL LAYOUT FIRST FLOOR
08 ELECTRICAL LAYOUT SECOND FLOOR
D1 TYPICAL DETAILS
REVISION SCHEDULE:
NO:
DATE:
DESCRIPTION:
BY:
1
01/23/17
BEDROOM 5 OPTION
J.L.
2
05/08/18
REVISED SECOND FLOOR PER NEW FLOOR PLAN LAYOUT
C.C.
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GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM
BEARING CAPACITY 2000 PSF
TERMITE TREATMENT
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND
CONSUMER SERVICES.
CAST IN PLACE CONCRETE
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.58.
2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
ASTM A-615 GRADE 60
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF,
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 30" LAP EXCLUDING BEND
AT EACH END SHALL BE PROVIDED.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
CENTER TO UPPER 1/3 OF THE SLAB.
BOLTS AND THREADED RODS
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
MASONRY WALL CONSTRUCTION
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
CONFORMING TO ASTM C90, 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 111
.
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
POSITIONERS IN MIDDLE OF WALL
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
DURABLE OR PRESERVATIVE -TREATED WOOD.
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
BY OTHERS.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON
HSS2 STUD SHOES, TYP U.N.O.
7, MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES,
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ENGINEERED LUMBER
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 140 mph
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
RISK CATEGORY II
BUILDING TYPE V B
COLUMNS
BEAMS
STUD
E = 1,700,000 Ib/int 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 11= 3000
Fc 11= 3000
Fc 1�= 2100
Fc 1= 450
Fc = 900
Fc = 450
Fv = 285
Fv =285
Fv = 150
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
CONDITION U.N.O.
CEILING CONSTRUCTION
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
MEANS AND METHODS
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD) '
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
E 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-133. ("T" BRACING MAY BE USED I.L.O.
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
FABLE WITHIN BCSI-B3).
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
1. OMITTED REBAR
DRILLA 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 DEPS FOR ADDIT'L INFO.)
4. METAL STUD SUBSTITUTION
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
5. OMITTED J -BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL &EPDXY w/ SIMPSON SET EPDXY WITH
MIN. 7" EMBEDMENT.
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
6. MORTAR JOINTS
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCKAFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
7. OVERHANGING CMU WALL
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy =
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
Y/6" 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
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WIND PRESSURE & SUCTION
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(-) 26.4
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(+) 19.0
(+) 19.0
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(-) 20.8
(-) 23.9
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STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS AREA. OPENING PROTECTION
REQUIRED. REFER TO SECTION R301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS
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