HomeMy WebLinkAbout340 Red Rose Ln`�� r`' CITY OF SANFORD
BUILDING & FIRE PREVENTION
SEF 0 9 2015 PERMIT APPLICATION
Application No 1 .5- a
ss*
Documented Construction Value: $
Job Address: 3 in, R d POSE LiV
3'7( 818. 3'7
Historic District: Yes ❑ No
Parcel ID: 21-19-30-5TT-0000- D I -a 0 Residential ❑ Commercial ❑
Type of Work: New n Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑
Description of Work: NEW SINGLE HOME LN2.,611 2 -0o&6 -
(A C3
-(AC3
Plan Review Contact Person: Daphne Clerk Title:
Phone: 407-257-6940 Fax: Email: daphne Per, mitsPermitsPermits,com
Property Owner Information
Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077
Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO
City, State Zip: MAITLAND FL 32751
Contractor Information
Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940
Street: 151 SOUTHHALL LANE # 200 Fax:
City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462
p
Arch itectlEng ineer Information
Name: 1 l)ll 414 i fy / Phone:
Street: Fax:
City, St, Zip: E-mail:
Bonding Company: N/A Mortgage Lender: N/A
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, beaters, tanks, and air conditioners, etc.
FBC 105,3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
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.
GENERAL NOTES
INDEX OF DRAWINGS
FOUNDATIONS METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
- •
SHEET
SHEET TITLE
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS;
MAX.DRY DENSITY AS DETERMINED BY ASTM- 1557 MODIFIED PROCTOR MINIMUM METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
( )
BEARING CAPACITY 2000 PSF AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
TERMITE TREATMENT OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BEA
MINIMUM G50 ZINC COATING
THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT NON -DOT TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
(BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ( )
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
CONSUMER SERVICES. PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
CAST IN PLACE CONCRETE OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
TED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, 1: ALL PREFABRICATED
AND A MAXIMUM WATER/CEMENT RATIO OF p.5$. SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS. UPLIFT.
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS
2. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR
CONFORMING TO ASTM A-615 GRADE 40. LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE
"SPECIFICATIONS FOR STRUCTURAL CONCRETE.FOR BUILDINGS," ACI 301, DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH
AT EACH END SHALL BE PROVIDED. THE LATEST EDITION OF ANSI TPI 1./�
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE MANUFACTURER UNLESS NOTED ON PLANS
CENTER TO UPPER 1/3 OF THE SLAB.SD5
5. TRUSS ELEVATIONS AND. SECTIONS ARE FOR GENERAL CONFIGURATION OF
BOLTS AND THREADED RODS TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
O BE ASTM A30 OR BETTER U.N.O. TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
1. ALL BOLTS &THREADED RODS T 7 (U.N.O.) US
2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS TRUSS DESIGN LOADS
S i
STRUCTURAL NOTES
S2
FOUNDATION PLAN
S3
DOWEL V EL PLACEMENT PLAN
�+
S4
FIRST FLOOR FRAMING PLAN
S4.1
NOTES a CONNECTOR LEGEND
S4.2
ROOF FRAMING P LAN
S5
LINTEL PLAN
SD 1
FOUNDATION DETAI S
S D2
q
GENERAL DETAILS
SD3
GENERAL DETAILS
SD4
GENERAL DETAILS
0
TWO O STOR I DETAILS
S D6
+ �/ /�
TWO STO R 1 DETAILS
STORY
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
U
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.
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)
ST 1
W
- •
MASTER UPDATES
W
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
Oz
Q
<
CV
0
0
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
„
„
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2 CLEARANCE TO INSIDE FACE.
RECOMMENDATIONS FOR MIN. 7/16 OSB SHEATHING
'D ALONGSIDE TRUSS TOP CHORD ROOF HIP/RIDGE
-MIN 2x SYP #2 BLOCKING REQ @
wiF
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MINIMUM FLOOR DESIGN LIVE LOADS:
z
A)FLOORS = 40 PSF
_
B) BALCONIES. - 60 PSF / 100 PSF (WHEN BALCONY EXCEEDS 100 SQ FT)
L
DATE
DESCRIPTION
w.
1 HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT GRADE N TYPE 2
C)DECKS = 40 PSF
8. HOOKS AT THE TOP &BOTTOM OF VERTICAL REINFORCING BARS TO BOND
LCL
0
w°0
Um
- N
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI 63 SECTIONS 1 , 2AND3
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
U
U
U)
O
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
w
W
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
ONE TRUSS SPACE (24) PLUS 6„ MIN PAST BOTTOM CHORD.
E ACROSS TRUSS WEBS
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRAC (C LB )
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
0
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
W
13. DO NOT APPLY UNIFORM (LOADS TO MASONRY WALLS FOR 3 DAYS AND NO
O
J
Y PER CODE ACI 318 LATEST EDITION 5.11.1
CONCENTRATED LOADS FOR (7) DAYS.
W
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND.
M
HT I S THAN 12" TALL: 2x4 SYP #2
INDICATED BLOCKING. ALTERNATE 1F HEEL HEIGHT S LES
OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
0
J -BOLT TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
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.
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)
ST 1
W
- •
MASTER UPDATES
;,
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
Oz
„
SIZE OF 3/8 AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
0
BOTTOM CHORD: DL = 5 PSF
0
0
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
„
„
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2 CLEARANCE TO INSIDE FACE.
RECOMMENDATIONS FOR MIN. 7/16 OSB SHEATHING
'D ALONGSIDE TRUSS TOP CHORD ROOF HIP/RIDGE
-MIN 2x SYP #2 BLOCKING REQ @
wiF
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MINIMUM FLOOR DESIGN LIVE LOADS:
--
A)FLOORS = 40 PSF
_
B) BALCONIES. - 60 PSF / 100 PSF (WHEN BALCONY EXCEEDS 100 SQ FT)
L
DATE
DESCRIPTION
INTIALS
1 HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT GRADE N TYPE 2
C)DECKS = 40 PSF
8. HOOKS AT THE TOP &BOTTOM OF VERTICAL REINFORCING BARS TO BOND
LCL
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
w°0
Um
- N
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI 63 SECTIONS 1 , 2AND3
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
U
U)
O
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
U
W
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
ONE TRUSS SPACE (24) PLUS 6„ MIN PAST BOTTOM CHORD.
E ACROSS TRUSS WEBS
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRAC (C LB )
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
0
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
W
13. DO NOT APPLY UNIFORM (LOADS TO MASONRY WALLS FOR 3 DAYS AND NO
O
J
Y PER CODE ACI 318 LATEST EDITION 5.11.1
CONCENTRATED LOADS FOR (7) DAYS.
W
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND.
M
HT I S THAN 12" TALL: 2x4 SYP #2
INDICATED BLOCKING. ALTERNATE 1F HEEL HEIGHT S LES
OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
0
J -BOLT TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
W
Of
6. MORTAR JOINTS
NOT.
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
MASONRY IS TO BE PRESSURE TREATED.
LL
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
WOODEN TOP PLATES.
>
10. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
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VERT. REINF. IN EA. CELL, CONT. PER PLAN.
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
7. OVERHANGING CMU WALL
VALUES AS FOLLOWS:
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
COLUMNS BEAMS STUD
2 2 2 U:N.O.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/2", GROUT FILL FIRST (3) COURSES
LL
Fb = 2500 Fb = 3000 Fb = 2200
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/2", CONTACT EOR FOR REPAIRS.
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.
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)
ST 1
GENERAL STAIR DETAILS
- •
MASTER UPDATES
;,
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
B) BALCONIES =15 PSF
„
SIZE OF 3/8 AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
COATED
OF MECHANICALLY DEPOSITED Z NC- STEEL WITH COATING WEIGHTS IN
BOTTOM CHORD: DL = 5 PSF
-ADDIT'L BRACING &BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DRAWINGS
FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
„
„
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2 CLEARANCE TO INSIDE FACE.
RECOMMENDATIONS FOR MIN. 7/16 OSB SHEATHING
'D ALONGSIDE TRUSS TOP CHORD ROOF HIP/RIDGE
-MIN 2x SYP #2 BLOCKING REQ @
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MINIMUM FLOOR DESIGN LIVE LOADS:
CONSTRUCTION
MASONRY WALL CO
A)FLOORS = 40 PSF
_
B) BALCONIES. - 60 PSF / 100 PSF (WHEN BALCONY EXCEEDS 100 SQ FT)
NUMBER
DATE
DESCRIPTION
INTIALS
1 HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT GRADE N TYPE 2
C)DECKS = 40 PSF
8. HOOKS AT THE TOP &BOTTOM OF VERTICAL REINFORCING BARS TO BOND
„ „ IN ALONG TRUSS SPAN 10'-0" MAX AND
TRUSS MEMBER w/ (3) 12d NAILS. SPACE X BRACING L S @
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
" S�C
EQUALLY SPACED FROM END OF TRUSS. X BRACING TO START 20'-0"MAX FROM HIP l
CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
D) STAIRS = 40 PSF .
60 U.N.O. 6/3/20'15 CREATED ELEV. A,B,C AND MINOR OPTIONS EA
PSI fm =1900 PSI
E BONUS ROOM/GAME ROOMS = PSF
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
MINIMUM FLOOR DESIGN DEAD LOADS:
3. HEAD MORTAR JOINTS AT PRECAST WINDOWSILLS TO BE NO MORE THAN 1".
A)FLOORS = 15 PSF
4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE
B) BALCONIES =15 PSF
„
SIZE OF 3/8 AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
GENERAL TRUSS BRACING &BLOCKING REQUIREMENTS
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS..
-ADDIT'L BRACING &BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DRAWINGS
FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
„
„
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2 CLEARANCE TO INSIDE FACE.
RECOMMENDATIONS FOR MIN. 7/16 OSB SHEATHING
'D ALONGSIDE TRUSS TOP CHORD ROOF HIP/RIDGE
-MIN 2x SYP #2 BLOCKING REQ @
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT NOT REQ'D IF SHEATHING SPAN IS `
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE
LESS THAN 2FT . BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4"
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2
POSITIONERS IN MIDDLE OF WALL
POS ,,
BLOCKING w/ (3) 12d TOENAILS EACH END.. a-
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
-TRUSS "X" BRACING`. MIN 2x4 SYP #2 AT ANGLE APPROX. 450 FROM VERT. TO EA.
8. HOOKS AT THE TOP &BOTTOM OF VERTICAL REINFORCING BARS TO BOND
„ „ IN ALONG TRUSS SPAN 10'-0" MAX AND
TRUSS MEMBER w/ (3) 12d NAILS. SPACE X BRACING L S @
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
" S�C
EQUALLY SPACED FROM END OF TRUSS. X BRACING TO START 20'-0"MAX FROM HIP l
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
- N
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI 63 SECTIONS 1 , 2AND3
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
"x
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
ONE TRUSS SPACE (24) PLUS 6„ MIN PAST BOTTOM CHORD.
E ACROSS TRUSS WEBS
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRAC (C LB )
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
AS INDICATED ON TRUSS SHOP I -'DRAWINGS & BCSB3.
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
„ PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS
(T BRACING MAYBE USED I.L.O.
13. DO NOT APPLY UNIFORM (LOADS TO MASONRY WALLS FOR 3 DAYS AND NO
O
-
WEB (SEE WEB REINFORCEMENT TABLE WITHIN SCSI 63).
Y PER CODE ACI 318 LATEST EDITION 5.11.1
CONCENTRATED LOADS FOR (7) DAYS.
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2)
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND.
ENSURE PROPER CONCRETE
EITHER RODDING OR PENCIL VIBRATOR TO R O
HT I S THAN 12" TALL: 2x4 SYP #2
INDICATED BLOCKING. ALTERNATE 1F HEEL HEIGHT S LES
CONSOLIDATION.
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
WOOD CONSTRUCTION
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
WIND EXPOSURE B
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-133.
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS,
SPECIFICATION FOR WOOD, CONSTRUCTION", LATEST EDITION.(NDS)
BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
HANGERS.
FIELD REPAIR NOTES
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO.2 GRADE SHALL BE USED
AREA (SQ FT)
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
1. OMITTED REBAR
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
DRILL A 3/4" O HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL
BEND).
BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM
2. STRAPS/CONNECTOR SUBSTITUTION
NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD.
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY
& LATERAL RESISTANCE VALUES IN FIELD W/OUT VERIFICATION, PROVIDED ALL MANU'S
(MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY
INSTALLATION INSTRUCTIONS ARE FOLLOWED.
SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE
3. STAIR CONSTRUCTION
DESIGNED AND DETAILED BY OTHERS.
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
USED FOR RISERS & TREADS ILO 2xl2'S (SEE GEN. STAIR DIETS FOR ADDIT'L INFO.)
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
4. METAL STUD SUBSTITUTION
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
SIMPSON HSS2 STUD SHOES, TYP U.N.O.
5. OMITTED J -BOLT
7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE
-1/2" ALL THREAD w/ WASHERS MAY BE USED ILO 1/2" J -BOLTS w/ WASHER DRILL & EPDXY
CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE
w/ SIMPSON SET EPDXY @ 5" MIN EMBED.
OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -13 REQUIRE HOT -DIPPED
J -BOLT TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES
6. MORTAR JOINTS
NOT.
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
MASONRY IS TO BE PRESSURE TREATED.
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2)
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
WOODEN TOP PLATES.
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
10. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
ENGINEERED LUMBER
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
7. OVERHANGING CMU WALL
VALUES AS FOLLOWS:
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
COLUMNS BEAMS STUD
2 2 2 U:N.O.
CELLS PER PLAN.
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/2", GROUT FILL FIRST (3) COURSES
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
Fb = 2500 Fb = 3000 Fb = 2200
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/2", CONTACT EOR FOR REPAIRS.
Ft =1500 Ft =1700 Ft =1500
STRUCTURAL STEEL
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
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 =
Fc= 900 Fc j = 900 Fc j = 450
j
35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
Fv = 285 Fv = 285 Fv = 150
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC, SLIP CRITICAL (SC)
CONDITION U.N.O.
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA.
z
TO BE A307 THREADED ROD &CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CEILING CONSTRUCTION
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
1 . USE 1/2" CEILING OR SAG SISTANT BOARD FOR 24" O.C. FRAMING UNLESS
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
OTHERWISE SPECIFIED.
PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE
LIVING SPACE IS ABOVE THE GARAGE.
3/6' UNO.
3. MINIMUM 7/16" OSB. EXPOSURE 1 SHEATHING TO THE UNDERSIDE OF THE ROOF
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
TRUSSES IN THE LANAI AND ENTRY AREA. ALL PANEL EDGES ARE TO BE BLOCKED
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS,
SOLID W/ 2X4 #2 SYP. W/ (3) 10d TOENAILS EACH END. THE OSB. IS TO BE NAILED W/
FASTENERS, LOAD, AND TOLERANCES.
8d NAILS @ 4" O.C. AT ALL EDGES AND 8" O.C. IN FIELD.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY
UNDER STAIR PROTECTION
ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED).
(12.7MM) GYPSUM BOARD. SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 139 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY 11
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/-0.18
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
(+) VALUE DENOTES PRESSURE
AREA (SQ FT)
VALUE DENOTES SUCTION
AREA
O
O
10
(+) 21.2
(+) 21.2
-
22.9
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0
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20
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(+) 19.0
50
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100
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GARAGE DOORS
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WIND PRESSURE/
SUCTION DIAGRAM 5 5
4 4 a
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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
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In
11
=
M
H
W
z
r
Q
W
0
Z
O
L
Qui
o
D
Y
W
1
Oop
Q
co
CO
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o
V
uj
W
U)
3 QO=
p H
I—
U
a.
i—
U)
STRUCTURAL ENG CFG
Q
DRAFTING
H
Z
-STRUCT. AML
W
QC CHECK.
CC
JOB No.
TM - 2151019
SCALE:
AS INDICATED
~
DATE.
08-26-15
NOTE: SEE PAGE S4.1 FOR NOTES AND CONNECTOR LEGEND S4.2