HomeMy WebLinkAbout432 Rocky Grove Ln (a) 17-2039GENERAL 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 40.
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. 24" 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 SI -TALL 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 40 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 5. 11.1
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
CONSOLIDATION.
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC.
STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING),
SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED
REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED
LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND)
CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED
WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL
BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM
NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD.
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY
(MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY
SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE
DESIGNED AND DETAILED BY OTHERS.
6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH
SIMPSON HSS2 STUD SHOES, TYP U.N.O.
7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE
CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE
OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST
CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED
GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES
NOT.
8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR
MASONRY IS TO BE PRESSURE TREATED.
9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
WOODEN TOP PLATES.
10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
ENGINEERED LUMBER
ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
VALUES AS FOLLOWS:
COLUMNS
BEAMS
STUD
E = 1,800,000 Ib/int U.N.O.
E = 2,000,000 Ib/int U.N.O.
E = 1,500,000 Ib/int U.N.O.
Fb = 2500
Fb =3000
Fb = 2200
Ft = 1500
Ft = 1700
Ft = 1500
Fc 11= 3000
Fc Il= 3000
Fc 11= 2100
Fc 1= 900
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.
SD5
(PSF)
CEILING CONSTRUCTION
WIND
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS
OTHERWISE SPECIFIED,
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
LIVING SPACE IS ABOVE THE GARAGE.
UNDER STAIR PROTECTION
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH
(12.7MM) GYPSUM BOARD.
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
MINIMUM G50 ZINC COATING
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
PRESERVATIVE WOOD TREATER.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
OF PRESSURE TREATED WOOD.
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
AND STRUCTURAL PLANS FOR MORE INFO.
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
TRUSS ENGINEER OF RECORD
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
LATEST EDITION OF ANSI TPI 1.
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
MANUFACTURER UNLESS NOTED ON PLANS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
TRUSS DESIGN LOADS:
TOP CHORD: Lr = 16 PSF
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
DL = 14 PSF (TRUSS OVERBUILD)
BOTTOM CHORD: DL = 5 PSF
MINIMUM FLOOR DESIGN LIVE LOADS:
A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
C) DECKS = 40 PSF D) STAIRS = 40 PSF
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
MINIMUM FLOOR DESIGN DEAD LOADS:
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
GENERAL LOADING:
ATTIC WITHOUT STORAGE = 10 PSF
ATTIC WITH LIMITED STORAGE = 20 PSF
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
12d TOENAILS EACH END.
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING, SEE BCSI-B3 SECTIONS 1, 2 AND 3
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS SPAN AT 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-133.
6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
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 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 BLOCK AFFECTED ON
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
*"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1 st (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.
INDEX OF DRAWINGS
DESIGN PRESSURES
URES
SHEET TITLE
WIND DESIGN LOAD INFORMATION
STRUCTURAL NOTES
WIND SPEED (ULTIMATE) 139 mph
FOUNDATION PLAN
WIND SPEED (ALLOWABLE) 108 mph
DOWEL PLACEMENT PLAN
WIND EXPOSURE B
FIRST FLOOR FRAMING PLAN
RISK CATEGORY II
NOTES & CONNECTOR LEGEND
BUILDING TYPE V B
ROOF FRAMING PLAN
ENCLOSURE CLASSIFICATION ENCLOSED
LINTEL PLAN
INTERNAL PRESSURE COEFFICIENT +/-0.18
FOUNDATION [DETAILS
SD2
WIND PRESSURE & SUCTION
SD3
EFFECTIVE
SD4
GENERAL DETAILS
SD5
(PSF)
S D6
WIND
ST1
STAIR DETAILS
UPDATES
(�) VALUE DENOTES PRESSURE
AREA (SQ FT)
DESCRIPTION
1
2/7/2017
(-) VALUE DENOTES SUCTION
2
AREA
O
O
3/2/2017
10
(+) 21.2
(+) 21.2
UPDATED PLAN TO INCLUDE ELEV A STD W/ BFS
TRUSSES PER LOT TB -290
(-) 22.9
(-) 28.3
(+) 20.2
(+) 20.2
11
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 7'-0"
16'-0" x 7'-0"
(+)18.4
+
Q W
2�i
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM 5D51
0
4
STANDARD DESIGN PRESSURE NOTES
1.
ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
D �
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 8301.2.1.2 OF THE
RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS
OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO
10
LL
TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS
INDEX OF DRAWINGS
SHEET
SHEET TITLE
S1
STRUCTURAL NOTES
S2
FOUNDATION PLAN
S3
DOWEL PLACEMENT PLAN
S4
FIRST FLOOR FRAMING PLAN
S4.1
NOTES & CONNECTOR LEGEND
S4.2
ROOF FRAMING PLAN
S5
LINTEL PLAN
SD1
FOUNDATION [DETAILS
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS
SD4
GENERAL DETAILS
SD5
TWO STORY DETAILS
S D6
TWO STORY DETAILS
ST1
STAIR DETAILS
UPDATES
NUMBER
DATE
DESCRIPTION
1
2/7/2017
UPDATED PLAN TO INCLUDE ELEV C W/ BFS
TRUSSES PER LOT TB -296
2
3/1/2017
UPDATED PLAN TO INCLUDE ELEV B W/ BONUS W/
BFS TRUSSES PER LOT TB -148
3
3/2/2017
UPDATED PLAN TO INCLUDE ELEV B STD W/ BFS
TRUSSES PER LOT TB -191
4
3/15/2017
UPDATED PLAN TO INCLUDE ELEV A STD W/ BFS
TRUSSES PER LOT TB -290
RECORD COPY
�DING
SR� OBD
ti :f'AFC��
COPYRIGHT MCD 2014: 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.
W
N
I Iy
CpV�epeeooao° 90
® e 'ee
e 2 O �. IJ.1 Q�uj o
'W J(j)Z
�; Q � Q)
�- Q 0
'�� �� CD Q
oeeOp00000°°e°'!� 0
re �_j
Fri (.)
C) O
1
t,
�
o p
7-
0
V .4 z
-- 0 o
� o
o �
� � U
r l O rti�
O
O
V Q
:5
VJ
V W Z
PC
0
v�3¢
z O oW a, I
Z (n
o C9 ¢ T c
Z o
Q �; � o
02
ZO ¢<�WE
LU
o o�
2i
W PP�)��
Lu �/
T
U)
U
Li
Cn
0
V
i�
0
p Z
F- ll
0 N
®_®
0_'
Iza�e
0� LO O
O 00 0
N
F- ®WZ
UQ OW _
O
PQ
r� 1L
STRUCTURAL ENG_ CFG / BAD
DRAFTING:
1zD
-STRUCT: AMUMR/DJ
CIC CHECK_ CC
JOB No. TM - 2170319
SCALE: AS INDICATED
DATE: 03/19/2017
S1
Z
o
z
Q
O
z
z
v)
O
�
11
O f-.
W
IY
0QFz
W
Q W
2�i
0
CD
D �
�
W Q
11_.
Q (D
10
LL
W
N
I Iy
CpV�epeeooao° 90
® e 'ee
e 2 O �. IJ.1 Q�uj o
'W J(j)Z
�; Q � Q)
�- Q 0
'�� �� CD Q
oeeOp00000°°e°'!� 0
re �_j
Fri (.)
C) O
1
t,
�
o p
7-
0
V .4 z
-- 0 o
� o
o �
� � U
r l O rti�
O
O
V Q
:5
VJ
V W Z
PC
0
v�3¢
z O oW a, I
Z (n
o C9 ¢ T c
Z o
Q �; � o
02
ZO ¢<�WE
LU
o o�
2i
W PP�)��
Lu �/
T
U)
U
Li
Cn
0
V
i�
0
p Z
F- ll
0 N
®_®
0_'
Iza�e
0� LO O
O 00 0
N
F- ®WZ
UQ OW _
O
PQ
r� 1L
STRUCTURAL ENG_ CFG / BAD
DRAFTING:
1zD
-STRUCT: AMUMR/DJ
CIC CHECK_ CC
JOB No. TM - 2170319
SCALE: AS INDICATED
DATE: 03/19/2017
S1
DO
_ S1 SD2 1
u) c) r
A p O O Q O F� SD5 O o 0 o O N N N (9 Ls) ca
0/ -' ' ' SD6 �r rY rY rY rr o o �v
Zi d' LO c9 N
G
L I.L. L I U
J01 J05
1 �
J02 J06
a BW2
C_
J03 � F1 Eo
J22
T _
J04 PS03 \ i F1 LD02 — J23
SD4 SD6 SD4
SIM.
J04 F7J23
BUILDER NOTE: INSTALL 4 A B 4 BUILDER NOTE: INSTALL J23
J04 THREADED ROD NEXT TO THREADED ROD NEXT TO
S1 COLUMNe COLUMN
SD5 DO I I I I I I I\ BW2 J23
J04 SD2
� A2x6 #2 SYP CONT. LEDGER TO IF1
COMBO TRUSS UNDER 2nd SD6
® OWN" I H2X8 FLOOR WALL W/ (2) 16d NAILS J23
— @ 4" O.C.
F13
q H2X6 f J22
- - - -- — BW1 AF — _ <
—
51
-2x12 SYP #2 LEDGER W/ FH11 F1 A H2X8
(5) 1/4" x 3-1/2" SDS -- - -- ---- _ .___. -- BW4 F1 SU6 J06
SCREWS TO EA. FLOOR I 'y D V01 �IM
TRUSS. ATTACH EA. �\ SIM. LD02 � -
ROOF TRUSS TO I C BW4 �\ �� SID J05
LEDGER WITH SIMPSON
HUS26 W/ (14) 1 Od X _ _ ® J07
1-1/2" NAILS TO LEDGER N c9 Ln
& (6) 1 O NAILS TO -�� J07 1 o o Of,
TRUSS. ( 1
D J07
DO
S1 SD2
SD5 LL (D J06
J05
N N N N c� v LQ LO LO L0 Q')(0 (1) n Il«3 --moi Q
Q O G G O G O Q 4 O Q O 4 Q Q Q Q Q Q O Q Q Q Q Q
U L L L L L L L L L LL L LL L L L L L L L.L.. L L L L L L y
SD
0 ftre-0402MMUffis
Jo[simm- Le
WALLLEGEND
= 9'-4" T.O.M. = INTERIOR/EXTERIOR
BEARING WALLS VERIFY
HGT. W/ ARCHITECTURAL
PLAN U.N.O.
ANS ORO
COPYRIGHT MCD 2014: 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.
LU
Q�-
o
O
O
r -
Z
O
Q
O
z
zz
U)
O
>
1—
0-
O E--
L L>
rr
O�
7
U
W
Q W
QII
n Q
O
n
O
-
--
Ca
W
LU
<
N
I
L -L
-d+
�a���lrtaaair,+
z
NON
O
° LL 6° CQ Z
�_j
tsf
a LU
O � �
° Of z o J
:Z 0
, L'
W
o
0
o
^ O
J� N
11f7 �
7 -
(D
O z
O G�ti¢
GO�7, U
O
v
a W
c�
c�
0
C/2
Z
V W0 Qi.'i ^
vi
z
65g
(J)Q
L" Q<W
Oz E
U cr $ E ;
V3
vS
Q 3,-: ;
O 17— W5
z
W
J
z LZ.-O� a
I--
J
a
>L
U-1
U)
W
U
0
U
Tom..
Li
Q
O
z [/
® o tl
N
Z
z 0
n�®�e
0 1
®
�
Z
W
Q
®�
ry
CL
STRUCTURAL ENG: CEG / $AD
�j
DRAFTING:
-S'rRUCT: AML/MR/DJ
QC CHECK: CC
JOU
No. TM - 2170319
tn
SCALE: AS INDICATED
DATE:
03/19/2017
S4