HomeMy WebLinkAbout38550 Alpha Ave0
• ALL EXTERIOR OUTLETS TO BE WP-GFGI
• ALL GARAGE, KITCHEN COUNTER, AND BATHROOM VANITY OUTLETS TO BE GFGI
• ALL OUTLETS TO BE ARC -FAULT INTERRUPTER PROTECTED
• SMOKE DETECTORS TO BE HARD WIRED
IN51DE ALL BEDROOMS AND ONE WITHIN 8' OUT5IDE OF BEDROOMS
• SMOKE DETECTOR TO BE AT ALL ENCLOSED STAIRWELLS
• ALL BEDROOMS AND DENS TO HAVE STRUCTURED WIRING (GAT-5)
FOR GABLE TV, TELEPHONE AND COMPUTER NETWORK TO HUB, OPTIONAL
• LIVING ROOM TO BE PRE -WIRED FOR SURROUND SOUND, OPTIONAL
• INTERCOM TO FRONT DOOR, ALARM CONTROL, AND DOOR CHIME, OPTIONAL
• SERVICE OUTLET TO BE LOCATED WITHIN 10' OF A/C
• ALL ELECTRICAL TO BE 12" ABOVE BFE
ALL WORK SHALL 0
CODE: YL ; A E_ � ,C. E'
NATIONAL EL2CM
AND THE CITY OF
ORM4ANCES
DESIGN CRITERIA:
•
ALL CONSTRUCTION TO BE IN CONFORMANCE
DESIGN AS ENCL05ED
w/ FLORIDA BUILDING CODE 2020 7th EDITION,
FOR RISK FACTOR II PER SECTION 1609
FLOOD ZONE: X
•
EXPOSURE "C"
LOA05: FLOOR: LL:45 P5F
DL:10 PSF
•
VULT = 150 MPH
ROOF: LL: 35 P5
•
VA50 = 116 MPH
DL: 10 P5F
•
VULT DESIGN PRE55URE = psf
ATTIC: LL: 35 P5F
DL: 10 P5F
Walls Internal + Internal -
Windward 27.2 46.1
DECK: LL: 60 PSF
Leeward -32.2 -13.3
DL: 15 P5F
Side wall -41.1 -22.1
• DESIGN METHOD: A50
Roof
Leeward -41.7 -22.1
LEVEL OF CORROSION RESISTANCE
Windward -36.6 -11.1
Parallel -68.5 -49.9
MEDIUM
(ALL EXP05ED COMPONENTS
REFERENCED STANDARDS
MUST BE GALVANIZED MIN.)
•
2020 FLORIDA RE51DENTIAL CODE
(IF APPLICABLE)
•
2020 FLORIDA MECHANICAL CODE
•
2020 FLORIDA PLUMBING CODE
GG TO SPECIFY FINAL NAVD FLOOR ELEV.
•
2020 FLORIDA ENERGY CODE
•
AGI 315-14
0GG TO PROVIDE SURVEY
•
ANCl/AWG ND5 - 2015 & SUPPLEMENT
AI5C 360-10
0GG TO PROVIDE WINDOW / DOOR NOA's
•
A5GE/5E17-10
•
NFPA70 - 2014 NEC
0IMPACT GLA55 OR 5HUTTER5
NFPA 101 - 2015 (IF APPLICABLE)
TO BE USED
•
ALL ADDITIONAL REFERENCES PER FBG 2020
7TH EDITION, BUILDING GODS CHAPTER 35
13RIAN KONITZER
36550 ALPHA AVE
ZEPHERHILL5, FL 33540
I
I roi9M'dM-01-1
• CONTRACTOR TO VERIFY ALL DIMENSIONS, SPECIFICATIONS, CONDITIONS
& PROPERTY SETBACKS PRIOR TO CONSTRUCTION
• ALL CONSTRUCTION SHALL COMPLY WITH ALL LOCAL BUILDING CODES
& ORDINANCES AS WELL AS ESTABLISHED BUILDING PRACTICES
• ALL RAILINGS TO BE 34"- 55" HIGH (42" @ DECKS) & BALUSTERS SPACED 50
A 4" SPHERE WILL NOT PA55 THROUGH
• PLUMBING CONTRACTOR TO VERIFY ALL DIMENSIONS FOR FIXTURES
& STUB OUTS ALL MATERIAL BELOW B.F.E. MUST BE WATER RESISTANT,
\ P.T. LUMBER & DUROCK DRYWALL, TYP. PER FBG-2020 7TH EDITION 522.1.6.
SGOPE OF NORK:
FIRE DAMAGE WALL AND TRUSS REPAIR:
BUILDING:
• REPLACE FIRE DAMAGED TRUSSES
• REPLACE WINDOWS/DOORS AS NEEDED
• REPLACE ANY DAMAGED PLUMBING AS NEEDED
• REPLACE ANY DAMAGED ELECTRICAL AS NEEDED
• REPLACE ANY DAMAGED MECHANICAL AS NEEDED
• REPLACE HVAC UNIT AND ALL DUCT WORK AND REGISTERS
• REPLACE SHEATHING AS NEEDED
• REPLACE UNDERLAYMENT AS NEEDED
• REPLACE 5HINGLE5 AS NEEDED
• REMOVE FIRE DAMAGED INSULATION
• INSTALL NEW INSULATION
• INSTALL NEW DRYWALL
COPYRIGHT
® 202
�
Q)
O
U_
w
In
Lu
t6
i� ,
U-
lCi
In Lu
O
�<
�//
i�
cl7 A
L
a
-
N
O w w
q z 1- wi +_
p d a z es O
z> g V O w
[�u��auwwza�
wzwa����_i size
to
m � �
7
x
,- N o O 2 O w g d= z
E S J 4 1- f.. 7 rt V Q• F ti
�tL O r
w
K 4 F{ < z
v
w IL z
z a z
z tr Lu
a a
w Q O
OV
v-- R c� w L1 V
y
4
�Lu
W
Lu
6
z CJ
I
r
4 ,
zw
Z tL
/i no
U
J
UA
ui
!i
!
,any
z
4
lu IT
>(n
J
u
LL
/
Lu
cL
M "M
r
u.i
p ti
cOv -T
v Y
ks)
t>! %S)
z
ts)
i
❑❑
SEAL:
DATE:
MAY 6, 2021
PROJECT STATUS:
PRELIMINARY
DRAYNN BY:
J05EPH G.
JOB #:
SHEET:
1 of 4
°PLACE (3) YVINDOINS
5.3 P5F
•2.7 P5F
.'.E A5 NEEDED
kCE (1) GARAGE DOOR
'5F
P5F
DAMAGE AREA
-46.3 P5F
+42.7 P5F
DAMAGED AREA FLOOR
PLAN
5 6AL 5: 1 /4" = 1 t
COPYR16HT
2021
o
i
N
> cn
I_-
<
o
Nz
� t�K
<
�.
o
m
a-
pp
L
O W ul
= p LLJ
T F CI ,t F
V3
zKAC=u�?QO
� W 4 O
F z ti
F � a
Q� g R Q) O
w wow�pi
Q 2~ d p N o
=wwp��at=ozu�i
w F J
u. Z
F U
UA
w u w z 7 v z
ul
¢ z
Q SC
< llJ Z r U g
d f 0. F O Q L] twit A tU}
a ca
L
Ln
ra
EQ
Q'
`n 41
"A ui
Q
La r
V
�
U_ �
*�
400p
U
tu t
J�
4�
u;
�
cr
O�
`h
❑0
SEAL:
i
DATE;
MAY 6, 2021
PROJECT 5TATU5:
PRELIMINARY
DR4NN BY:
JO5EPH CG.
JOB#:
5HEET:
2 of
�L60R� ROOF MAIMING
REPLACE 2" X 4'' P.T. TOP
R-MOYE AND REPLACE V2"
PLATE AS NEEDED
DRYWALL ON CEILINGAS
NEEDED
REPLA&iE2"X4"5TUV5
@ ib" O.6.A15 NEEDED
REPLACE B0CKfN6 AS NEEDED
WE 0, @ 4a" OC, VERT, MAX
REPLACE 1/2" DRYY4ALL
AS NEFVEv
REPLACE 1 r2" DRYWALL.
AS NEEDED
REPLACE 71 X 4'P.T. BOTTOM
FLAr=_ AS NEEDED. ATTACHED wi
CASE HARDENED NAILS @ V O.C.
NON LQA12[3EAFItj&
INIER109 InIALL SE6,T[Obl
REMOVE AND REPLACE DAMAGED TRUSSES
REMOVE AND REPLACE SHINGLES AS NEEDED
REMOVEAND RP_PI_AG'_UNDERLAYMlNTA5N5EVEO
REMOVE AND REPLACE SHEATHINC, AS NEEDED
REPLACE VZ'
DRYWALL. ON
CEILINGS
r
EX15T-'.Nr TO IREM,-,jN
REPLACE FIRE DAMAGED TILE, V4000, I
CARPET, OR VINYL FLOORING
EXISTING FOOTING
A TYPICAL (SARA(2E NALL SECTION
REMOVE AND REPLACE DAMAGED TRUSSES
REMOVE AND REPLACE SHINGLES
AS NEEDED
REMOVE- AN]) REPLACE UNDERLAYMENT AS N!
REMOVE AND REPLACE 5HEATHIN6
REPLACE R-a8
INSULATION AS NEEDED
Wl
T rwL
REPLACE 1/7'
VRYYJALL ON
LE ICINGS;
RF.FLAl_=_ 314" INSULATION
BOARD AS NEEDED
REPLACE 1/2" PRYVI�'Al L
ON HALLS AS N-ErVLD
EXJSTIN6TO
REP ACE FIRE DAMAlFD TILE, WOOD;
CARPET, OR VINYL FLOORIN6
lid
!I
EXISTING FOOTING
A: TYPICAL INTERIQ9 IN8LL
5F.CTIQN
G
ROOF --FRAMING PLAN
5CALE: 1/4" = 1'
/ TRUBS DAMAGE AREA
COPYRI&HT
2021
JU
Lu
N
>
V--
<
FL
z
<
U_
<
Z
Q
<
Ln LU
T
LU
N
3:LU z C us
UA
>
<
tu
<
�
in ,u
lu to
UT, r
7- x
cl
z
z w w
7- X
ul Lu < LIA
z Q
> lij 7-
lu LU z Z z
< � ,
?: Ul Ul
IL < lu Z H
Lu
Q'11 1
En
E n
(N
Ws
En W
Lk
ow
z m_
Z W
EL
tu
ia En
zuj
4
-t
> A
U-
c)
LL
UA
N
lz
<
ks)
z
tj) <
D
F-1 El
5EAL:
jai
DATE:
MAY 6, 2021
PROJECT STATUS:
PRELIMINARY
DRAWN BY;
J05EPH G.
JOB #:
5HEFT:
U
Y -
yrfi -
�
TR
1
GENERAL STRUCTURAL NOTES:
CAST IN PLACE CONCRETE
FASTENING SCHEDULE
THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
CONCRETE MIXES SHALL BE DESIGNED PER ACI 318-14.
CONNECTION
FASTENER
NUMBER OR SPACING
DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. THE
CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO
CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE STRENGTH, AND
BAND JOIST TO SILL OR TOP PLATE, TOE NAIL
12d
12" O.C.
SLEEVES, CHASES, HANGERS, INSERTS; ANCHORS, HOLES, AND OTHER ITEMS TO
SLUMP REQUIREMENTS:
JOIST TO BAND JOIST, FACE NAIL
16d
3
BE PLACED OR SET IN THE STRUCTURAL WORK.
JOIST TO SILL OR GIRDER, TOE NAIL
12d COMMON
3
MEMBER MIN. F'c(28 DAYS) SLUMP NOMINAL MAX
BRIDGING TO JOIST, TOE NAIL EACH END
12d COMMON
2
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY
j AGGREGATE
LEDGER STRIP
16d COMMON
3 @ EACH JOIST
PRECAUTIONS AND OSHA REGULATIONS DURING WORK. THE ENGINEER WILL NOT
COLUMN 3000 PSI 4" TO 501 112"
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
16d COMMON
16" O.C.
ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.
; ELEVATED SLABS 3000 PSI 4" TO 5" 3/4"
TOP OR SOLE PLATE TO STUD, END NAIL
16d COMMON
2
FOOTING 2500 PSI 5" 3/4"
STUD TO SOLE PLATE, TOE NAIL
8d COMMON
4
THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO
SLABS ON GRADE 2500 PSI 5" 3/4"
DOUBLED STUDS, FACE NAIL
10d COMMON
24" O.C.
NOT INDICATE THE METHODS OR MEANS OF CONSTRUCTION. THE CONTRACTOR
TIE BEAMS 3000 PSI 5" 1/2"DOUBLED
TOP PLATES, FACE NAIL
10d COMMON
16"O.C.
SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND!
BOND BEAMS 3000 PSI 8" - 11" 1/2"
TOP PLATES, LAP & INTERSECTIONS, FACE NAIL
-----------
2-16d OR 3-10d COMMON
HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK
CONTINUOUS HEADER, TWO PIECES
16d COMMON
16" O.C. ALONG EACH EDGE
AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN,
3. FOR SALTWATER EXPOSURE USE TYPE III FOR S1 OR TYPE V FOR S2 AND S3
CLG. JOISTS TO PLATE, TOE NAIL
12d COMMON
3
SAFETY, ADEQUACY; AND INSPECTION OF ERECTION BRACING, SHORING,
1 EXEMPTIONS APPLY PER ACI 318-14 TABLE 4.3.7
CONTINUOUS HEADER TO STUD, TOE NAIL
12d COMMON
3
TEMPORARY SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY OF THE
CLG. JOISTS, LAPS OVER PARTITIONS, FACE NAIL
------------
4-1 Od COMMON
CONTRACTOR,
4. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-08
CLG. JOISTS TO PARALLEL RAFTERS, FACE NAIL
------------
3-16d OR 4-10d COMMON
& FBC-2014 5TH EDITION BUILDING CODE REQUIREMENTS FOR STRUCTURAL
RAFTER TO PLATE, TOE NAIL
12d COMMON
3
THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES
CONCRETE.
1" BRACE TO EACH STUD & PLATE, FACE NAIL
8d COMMON
2
AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION
1 X 8 OR LESS SHTG TO EACH BEARING, FACE NAIL
8d COMMON
2
OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
5, ALL REINFORCED STEEL SHALL CONFORM TO ACI 318-14.
OVER 1 X 8 SHTG. TO EACH BEARING, FACE NAIL
8dCOMMON
3
j
MIN. REBAR YIELD STRENGTH: Fy = 60.000 PSI
BUILT-UP CORNER STUDS
16d COMMON
16" O.C.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION, WHERE
BUILT-UP GIRDER & BEAMS, OF THREE MEMBERS
20d COMMON
(3) ROWS, 12" O.C. STAGGERED
CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF
; 6. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO POURING
STUDS TO SOLE PLATE, END NAIL
16d COMMON
2 EACH END
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER.
OF CONCRETE, EXCEPT THAT VERTICAL DOWELS FOR MASONRY WALL
TOP PLATE TO TRUSS OR FLOOR JOIST (PERPENDICULAR)
16d COMMON
2 EACH STUD
1 REINFORCING MAY BE "FLOATED" IN PLACE.
TOP PLATE TO TRUSS OR FLOOR JOIST (PARALLEL)
16d COMMON
2 EACH STUD
LOADING APPLIES TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION
2" X 6" SUB FASCIA
10d COMMON
(3) PER TRUSS TAIL
SHALL NOT EXCEED THE SAFE LOAD- CARRYING CAPACITY OF THE STRUCTURE
7. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE DETAILED IN
WOOD STRUCTURAL PANEL SUBFLOORING
MEMBERS. THE LIVE LOADING USED IN THE DESIGN OF THIS STRUCTURE ARE
; ACCORDANCE WITH ACI 318-14. ALL REINFORCING STEEL INDICATED AS BEING
15/32", 112", 7/16"
8d COMMON
6" O.C. EDGES & 12" O.C. INTERMEDIATE
INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION
CONTINUOUS (CONT) SHALL BE LAPPED AND BENT PER THE TABLE BELOW. LAP
19/32", 3/4"
8d COMMON
6" O.C. EDGES & 12" O.G. INTERMEDIATE
LOADS UNTIL THE STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER
CONTINUOUS BOTTOM BARS OVER SUPPORTS, LAP CONTINUOUS TOP BARS AT
1", 1 1/8"
10d COMMON
6" O.C. EDGES & 12" O.C. INTERMEDIATE
AND UNTIL ALL TEMPORARY BRACING IS IN PLACE
I MID -SPAN UNLESS OTHERWISE NOTED.
WOOD STRUCTURAL PANEL ROOF & WALL SHTG.
8d COMMON WALLS
1/2" OR LESS
8d RINSHANK ROOF
4" O.C. EDGES & 6" O.C. INTERMEDIATE
G/C. BUILDER TO SUBMIT SHOP DRAWINGS, IN NO CASE SHALL REPRODUCTION
8. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER
19/32" - 3/4"
10d COMMON WALLS
OF THE CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS. AS A MINIMUM,
SHALL BE PROVIDED FOR REINFORCEMENT:
10d RINSHANK ROOF
4" O.C. EDGES & 6" O.C. INTERMEDIATE
SUBMIT THE FOLLOWING FOR REVIEW:
HARDBOARD LAP SIDING OVER SHEATHING
8d CORROSION RESISTANT
6" O.C. AT EDGES & 12" Q.C.
(a) Concrete cast against and
OR PER PRODUCT APPROVALS
W/MIN. SHANK DIAMETER OF 0.092"
AT INTERMEDIATE
A. CONCRETE MIX DESIGNS INCLUDING MASONRY GROUT.i
permanently exposed to earth..........................................3"
AND MIN. HD. DIAMETER OF 0.225"
B. MASONRY CONSTRUCTION MATERIAL CERTIFICATES.
(b) Concrete exposed to earth or weather:
C. MATERIAL TEST REPORTS FOR MASONRY UNIT STRENGTH fm.
No. 6 through No. 18 bars..... ................................ 2"
D. REINFORCING STEEL SHOP DRAWINGS.
No, 5 bar, W31 or D31 wire, and smaller ..........1-1/2"
MASONRY NOTES:
E. STRUCTURAL STEEL SHOP DRAWINGS
(c) Concrete not exposed to weather or in contact with ground:
F. POST -TENSIONED SLAB -ON -GRADE SYSTEM SHOP DRAWINGS. (*}
G. PRE -CAST HOLLOW CORE SLABS. (*)
Slabs, walls, joists:
No. 14 and No. 18 bars
MASONRY CONSTRUCTION SHAL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATION FOR MASONRY STRUCTURES (ACI 530-13)",
H. PRE-ENGINEERED WOOD TRUSS SYSTEM. (* SEE NOTES)
.......................................2"
No. 11 bar and smaller ........................................ 3/4"
PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE SEE "TESTING AND INSPECTION NOTES" FOR ADDITIONAL INFORMATION.
ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS AND CALCULATIONS SIGNED AND
Beams, columns:
Primary reinforcement, ties, stirrups,
HOLLOW LOAD -BEARING MASONRY UNITS SHALL CONFORM TO THE ASTM C-90, AND BE MADE WITH NORMAL WEIGHT AGGREGATE. UNIT
SEALED BYA FLORIDA REGISTERED ENGINEER.
spirals ............... """"""""""""""""""""""""`.....1-1/2
COMPRESSIVE STRENGTH OF 1900 PSI ON NET SECTION TO PROVIDE A MINIMUM NET AREA COMPRESSIVE TR
STRENGTH OF MASONRY (fm} OF
Shells, folded plate members:
1,500 PSI, AS AS DETERMINED BY THE STRENGTH METHOD OF ACI 530.1
8. CONTRACTOR TO MAKE PROVISIONS OF WINDOW PROTECTION AGAINST FLYING
No. 6 bar and larger ............................................ 3/4
DEBRIS. METHOD TO BE APPROVED BY INSPECTOR AT C.O. INSPECTION.
No. 5 bar, W31 or D31 wire, and smaller ............ 1/2
FILL ALL BOND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT. GROUT SHALL CONFORM TO ASTM C-476 AND SHALL OBTAIN A MIN. 28
DAY COMPRESSIVE STRENGTH OF 2,500 PSI, 8-11" SLUMP, TESTED PER ASTM C-1019 EACH 5,000 S.F. GROUT STOPS ARE TO MESHED OR
9. SIGNED & SEALED FOR STRUCTURAL PORTION OF DRAWING ONLY
i9. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL
SCREEN TYPE, FELT PAPER IS NOT ALLOWED,
10. PLANS IN ACCORDANCE WITH FBC-2020 7TH EDITION FOR WIND LOADS &
REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER.
iBAR SUPPORTS SHALL BE PLASTIC TIPPED OR STAINLESS STEEL.
REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615, GRADE 60. SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWN TO
PRESSURES AS NOTED IN DESIGN CRITERIA.
BE HOOKED OR BENT. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS AND LAPPED WITH FIRST LIFT OF REINFORCING. PROVIDE A
------------------ -------------------------------- -- -- - -- ----- - --
10. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE
MINIMUM LAP OF 48 WITH A MINIMUM LAP OF 26" FOR #5 REBAR AND GREATER.
SITE PREPARATION NOTES:
CHAMFERED 3/4" UNLESS OTHERWISE NOTED.
MORTAR SHALL CONFORM TO ASTM C-270, TYPE M, S, OR N. ALL MORTAR SHALL MEET THE "PROPORTION SPECIFICATION" OF ASTM C-270 AND
THE BUILDING SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH THE
11. FORM -WORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT
EVALUATED IN ACCORDANCE WITH ASTM C-780.
RECOMMENDATIONS OF THE SOILS ENGINEER.
LEAST 90% OF ITS 28 DAY COMPRESSIVE STRENGTH.
THE CONTRACTOR SHALL PROVIDE ALL SHORING AND RE -SHORING.
UNLESS OTHERWISE INDICATED, ALL WALLS SHALL BE LAID IN RUNNING BOND. BOND CORNERS AND INTERSECTIONS OF ALL LOAD BEARING
IF THE SITE PREPARATION REQUIREMENTS ARE NOT SPECIFIED BYA
WALLS. INTERSECTING NON -LOAD BEARING WALLS SHALL BE CONNECTED BY PREFABRICATED TEE AND CORNER HORIZONTAL JOINT
GEOTECHNICAL REPORT THE FOLLOWING PROCEDURES SHOULD BE USED AS A
12. EPDXY OF REBAR:
REINFORCEMENT @ 16" O.C.
MINIMUM.
SIMPSON SET EPDXY TO BE USED
MIN. 4" EMBED OR PER MFGR
PROVIDE VERTICAL REINFORCING BARS OF THE GIVEN SIZE AND SPACING AS INDICATED. PROVIDE BARS AT ALL WALL CORNERS,
WITHIN AN AREAA MINIMUM OF 5 FEET BEYOND THE BUILDING LIMITS, EXCAVATE A
I
INTERSECTION AND OPENING EDGES. PROVIDE CLEANOUTS FOR EACH GROUT POUR EXCEEDING 5FT.
MINIMUM OF 4" OF EXISTING SOIL. REMOVE ALL ORGANICS, PAVEMENT, ROOTS,
i13. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185 (FLAT
DEBRIS AND OTHERWISE UNSUITABLE MATERIAL.
SHEETS ONLY).
PROVIDE PRECAST LINTELS ABOVE ALL WALL OPENINGS INCLUDING HVAC DUCTS. SEE DRAWINGS FOR LOCATIONS OF ALL OPENINGS,
UNLESS OTHERWISE ON PLAN PROVIDE PRECAST LINTELS BELOW AS A MINIMUM,
THE SURFACE OF THE EXPOSED SUBGRADE SHALL BE INSPECTED FOR POCKETS
OF SOFT OR UNSUITABLE MATERIAL. EXCAVATE UNSUITABLE SOILAS DIRECTED
SLAP ON GRADE NOTES:
* OPENINGS LESS THAN 6FT = 8" PRECAST U-LINTEL W/145 & 8" KNOCK -OUT COURSE W/145
BY THE GEOTECHNICAL ENGINEER/TESTING AGENCY.
(TYPICAL PERIMETER BOND BEAM 16" TOTAL DEPTH)
PROVIDE CONCRETE SLABS OVER R MINIMUM 6 MIL POLYETHYLENE VAPOR
* OPENINGS GREATER THAN 6FT. = SEE DRAWINGS
FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL. PLACE IN 8-INCH
BARRIER, PROPERLY LAPPED AND TAPED.
PROVIDE ONE REINFORCED CELL EACH SIDE OF OPENING W/ 8" LINTEL BEARING.
LIFTS AND COMPACT TO A MINIMUM OF 95% OF THE MAXIMUM DRY DENSITY
BASED ON THE MODIFIED PROCTOR TEST.
WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE
9. ALL WALLS OVER 8' HIGH MUST BE BRACED PRIOR TO POURING THE BEAMS,
STRUCTURAL DRAWINGS. SEE THE SITE PLAN AND ARCHITECTURAL DRAWINGS
ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR MATERIAL FREE
FOR LOCATIONS, DIMENSIONS, ELEVATIONS, JOINTING DETAILS AND FINISH
GENERAL
--
NOTES:
FROM ALL ORGANICS OR OTHERWISE DELETERIOUS MATERIAL,
i DETAILS. PROVIDE 4" WALKS REINFORCED WITH 6X6 - WI AXWI AWWF UNLESS
OTHERWISE NOTED.
GLAZING
TO BE USED AT ALL TUB /SHOWER WINDOWS OR DOORS
PROVIDE FIELD DENSITY TESTS FOR EACH 2O00 P.S.F. OF BUILDING AREA FOR
EACH LIFT OF CONTROLLED FILL.
i ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 301,
' "SPECIFICATION
ATTIC ACCESS
IS REQUIRED ON ALL RESIDENTIAL RESIDENCES.
FOR STRUCTURAL CONCRETE BUILDINGS". GUIDE FOR
CONCRETE FLOOR AND SLAB CONSTRUCTION" ACI 302. HOT WEATHER
CONCRETING SHALL BE IN ACCORDANCE W/ACI 306
MIN. ATTIC
LIGHT & RECEPTACLE
ACCESS SIZE IS 22" X 30"
REQUIRED
PRE-ENGINEERED TRUSSES NOTES:
1. ROOF WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY THE MANUFACTURER TO
STEEL NOTES:
CONNECTOR SCHEDULE
SUPPORT THE FOLLOWING LOADS:
ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE
TYPE MODEL# MANUFACTURE UPLIFT CAP. FASTENERS
WITH THE "MANUAL OF STEEL CONSTRUCTION" OF THE AISC.
A. ROOF TRUSS GRAVITY LOADING CASE
A H2.5T SIMPSON 545# 10 - 8d
UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACCORDANCE WITH THE
B H5 SIMPSON 455# 8 -8d
TOP CHORD LOADING:
FOLLOWING ASTM SPECIFICATIONS:
C H10S SIMPSON 1010# 16 - 8dX1 1/2"
LIVE LOAD: 20 PSF (ON THE HORIZONTAL PROJECTION)
D H14 SIMPSON 1350# 12 - 8dX 1 1/2"
DEAD LOAD: 25 PSF (ON THE SURFACE AREA) FOR ASPHALT SHINGLES
MEMBER ASTM MIN. STRENGTH
13 - 8d
35 PSI (ON SURFACE AREA) FOR CEMENT OR CLAY TILE
E LTS SIMPSON 745# 12 - 10d
HHS A500 (Grad B) 46 KSI
F MTS SIMPSON 1000# 14 - 10d
BOTTOM CHORD LOADING:
STEEL PIPE A53 (TYPE E, GR B) 35 KSI
G SP1 SIMPSON 585# 10 - 10d
ATTIC LIVE LOAD: 10 PSF
OTHER SHAPES/PLATES A36 36 KSI
H SP2 SIMPSON 1065# 12 - 10d
ATTIC LIVE LOAD WITH STORAGE: 30 PSF
i CONNECTION BOLTS 325(Grad A) 90 KSI
I (1)FGTR SIMPSON 5000# 18 SDS 1/4" X 3"
DEAD LOAD (FOR 1/2" CD GYPSUM): 5 PSF FOR 1/2" CD GYPSUM
I 307(Grad A) 45 KSI
2 1/2" X 5" TITEN
TREADED RODS A36 36 KSI
J (2)FGTR SIMPSON 9400# 36 SDS 1/4" X 3"
B. ROOF TRUSS WIND LOADING CASE
4 1/2" X 5" TITEN
3. ALL CONNECTIONS SHALL BE SHEAR TYPE CONNECTIONS AND DESIGNED BY THE
K HETA20 SIMPSON 1810# 9 - 10DX 1 1/2"
TRUSSES ARE TO BE DESIGNED FOR WIND LOADING AS SHOWN ON DESIGN
j FABRICATOR BASED ON THE AISC MANUAL PART 2 WITH REACTIONS FROM THE "ALLOWABLE
ANALYSIS, UPLIFT SHALL DEDUCT 2/3 OF DEAD LOADS.
UNIFORM LOAD" TABLES UNLESS REACTIONS ARE SHOWN ON PLAN. SUBMIT SHOP
NOTES:
DRAWINGS AND CALCULATIONS SIGNED AND SEALED BYA PROFESSIONAL ENGINEER.
USP CONNECTORS MAY BE SUBSTITUTED IF THEY MEET OR EXCEED THE UPLIFT VALUES SHOWN.
2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE
WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE "NDS"
4. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 AND AISC 14th EDITION SEC. 8.
CONNECTOR SCHEDULE TABLE IS BASED ON LATEST SIMPSON CATALOG, FOR SIP #2
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ANSI/AF&PAAND
USING E70XX ELECTRODES. UNLESS OTHERWISE NOTED, PROVIDE CONT. MIN. SIZED FILLET
THE NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS
WELDS PER AISC REQUIREMENTS. ALL WELDING SHALL BE DONE BYA CURRENTLY CERTIFIED
NOTES:
CONSTRUCTION "ANSI/TPI".
WELDER IN ACCORDANCE WITH "AWS".
STAPLES NOT PERMITTED
3. WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND
15. HOLES IN STEEL FOR OTHER TRADES SHALL BE DRILLED OR PUNCHED AND DETAILED ON
DRYWALL NAILS SHALL CONFORM TO ASTM C 514.
SHALL BE KILN DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE
j THE SHOP DRAWINGS. ALL SLOTTED HOLES SHALL BE PROVIDE WITH SMOOTH EDGES.
SIDING APPLIED TO 5/8" NET WOOD SHTG, 15/32" WOOD STRUCTURAL PANEL OR 1/2" PARTICLEBOARD SHTG.
GRADE NO. 2 OR BETTER REQUIRED TO SATISFY STRESS REQUIREMENTS.
BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT PERMITTED.
CORROSION RESISTANT NAILS SPACED 6" O.C. AT EDGES & 8" O.C. AT INTERMEDIATE SUPPORTS.
NAILS SHALL HAVE A MIN EDGE DISTANCE OF 3/8"
4. CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN
6. U.O.N. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH ONE COAT OF TYPE I, RED
5. SIDING APPLIED TO STUDS SPACED 16" O.C. MAX.
COATED THICKNESS, SHALL MEET OR EXCEED ASTM A653 GRADE 33 OR HIGHER
OXIDE PRIMER PAINT, SEE SPECIFICATIONS. IF APPLICABLE, VERIFY THAT PRIMER COATINGS
6. SIDING APPLIED DIRECTLY TO STUDS SPACE 24" O.C. MAX,
AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-525 (COATING
ARE COMPATIBLE WITH SPRAYED ON FIRE PROOFING.
7. USE ANNULAR OR SPIRAL THREAD NAILS FOR COMBINATION SUBFLOOR/UNDERLAYMENT (SINGLE FLOOR)
G60).
8. NAIL MUST BE OF SUFFICIENT LENGTH TO ACCOMMODATE THICKNESS OF SIDING AND SHTG. IF USED,
7. COLUMNS, ANCHOR BOLTS BASE PLATES ETC. HAVE BEEN DESIGNED FOR THE FINAL
AND ALLOW MIN. STUD PENETRATION OF 1 1/2"
5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARYAND PERMANENT BRACING
COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADING
9. FOR 1" WOOD STRUCTURAL PANELS, 12" O.C. INTERMEDIATE NAILING SHALL BE PERMITTED.
AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSS. THE
ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF THE
SAFE LOAD TABLE FOR CAST -CONCRETE
GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTION PUBLICATION "HIB-91,
COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC, FOR ADEQUACY DURING THE STEEL
HIGH -STRENGTH
COMMENTARYAND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING
ERECTION AND CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE
PRECAST &PAE-STRESSED LINTELS
METAL PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT.
CONTRACTOR.
6. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED
8. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE
LENGTH SAFE LOAD (LB) PER LINEAR FOOT
FILLED - 8F16 1T 1 B
NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE
WEATHER, INCLUDING ALL BRICK SHELF ANGLES SHALL BE HOT -DIPPED GALVANIZED IN
GRAVITY UPLIFT
ACCORDANCE WITH ASTM A153
TRUSS MANUFACTURER S ENGINEER. 4' - 0" 6113 3060
9. PROTECTION COATINGS DAMAGED DURING THE TRANSPORTING, ERECTING AND FIELD 4' - 6" 6113 2707
7. SUBMIT COMPLETE SHOP DRAWING FOR ALL WOOD TRUSSES SHOWING 1 WELDING PROCESSES SHALL BE REPAIRED IN THE FIELD TO MATCH THE SHOP APPLIED 5' - 4" 5365 2276
MEMBER SIZES, SPAN, DIMENSIONS, CHORD PITCH, LOADING AND REACTIONS. COATING. 5' - 10" 4360 2080
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE 6' - 6" 3480 1868
SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. 10. ALL REINFORCED STEEL SHALL CONFORM TO ACI 318-14. 7' - 6" 2661 1624
MIN. REBAR YIELD STRENGTH: Fy = 60.000 PSI 9' - 4" 2564 1318
8. IF THE NET UPLIFT FORCES SHOWN ON THE FINAL ENGINEERED TRUSS 10'-6" 1533 1180
CALCULATIONS ARE GREATER THAN THE CAPACITY OF THE SPECIFIED 11"-4" 1366 1042
CONNECTORS, THE CONTRACTOR SHALL SUPPLY CONNECTORS TO MEET THOSE WOOD FRAMING NOTES: 12'-0" 1254 940
UPLIFT FORCES AS A MINIMUM, 13'-4" 1075 780
-- ---------------------------------- ------. --
WOOD CONSTRUCTION, CONNECTIONS AND NAILING REQUIREMENTS SHALL CONFORM TO 14'-0" 1002 717
L I THE 2020 FLORIDA BUILDING CODE. REFERENCE FASTENING SCHEDULE TABLE. 14'-8" 1370 663
L L 15'4" 1250 616
(D m ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRYAND USED AT 19% MAXIMUM 17'-4" 950 506
MOISTURE CONTENT. 1914" 750 429
2114" 598 373
MBAR
LAP5PLICE LENGTH
OR 60
#3
1 1"
22"
##4
---""'----
�- #b
-- -----21,-------------------------------
331,
#7
- -
48"
BAR
5TD q00
5TD 1600
HOOK
L
L
m
#3
5"
" 4
#4
6"
4.5"
511
3R
-#5
#b
#�
-`----a,l ---
q„-----------
1 1."
-------------
---' b„ - - -'
7
---------------------
- --
ALL LOAD BEARING WALL FRAMING SHALL BE NO. 2 GRADE SOUTHERN PINE or SPF or P.T. 22'-0" 550 358
24'-0" 450 319
ALL JOIST AND RAFTER FRAMING SHALL BE NO. 2 GRADE, SOUTHERN PINE OR HEM -FIR. NOTES:
ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE (FILLED *) ACTING AS A COMPOSITE BEAM TOTAL 16" ONE #5 BAR IN THE LINTEL, ONE #5 BAR IN KNOCK -OUT COURSE.
SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS
5PLICE5 BASED ON 3000 F51 " PER ACI 31 b-OS TABLE 1.2
CONCRETE
LAP SPLICE DETAIL STANDARD HOOK DETAILS
ASSOCIATION SPECIFICATIONS. ALL P.C. LINTELS & SILLS TO BE CAST-CRETE, SUBSTITUTIONS MAY BE MADE IF THEY
i BOLT HEADS SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16" LARGER FIRE RESISTANT CONSTRUCTION NOTES:
THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGHT BUT NOT TO
THE EXTENT OF CRUSHING WOOD UNDER WASHERS. GARAGE/ DWELLING PENETRATION PER FBC-R 2020 7TH EDITION (302):
MEET OR EXCEED THE ABOVE CAPACITIES,
j STUCCO NOTES:
1
STUCCO FINISH PER ASTM 926-C
-�
PLYWOOD/GYPBOARD SHEATHING NOTES:
PREFABRICATED "MICRO -LAM" LUMBER HEADERS AND BEAMS SHALL AS MANUFACTURED MIN, 20 MINUTE RATED SOLID CORE DOOR BETWEEN GARAGE AND RESIDENCE.
"TRUSS
7/8" THICK - 3 LAYERS (3/8" SCRATCH COAT, 3/8"
ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN
BY
JOIST MacMILLIAN CORP." BOISE, IDAHO OR APPROVED EQUAL.DO
BROWN COAT, 1/$" FINISH COAT) OVER METAL
PLYWOOD ASSOCIATION (APA) SPECIFICATIONS.
NOT CUT OR NOTCH MICRO -LAM MATERIAL WITHOUT THE MANUFACTURER'S APPROVAL. DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILING
I LATH FASTENED @ 6 O.C. VERT. INTO
SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A
FRAMING MEMBERS & 2 LAYERS MOISTURE
ALL ROOF PANEL SHEATHING SHALL BE 15/32" (1/2" NOM.) EXPOSURE-1 A'PA RATED
18. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS AND MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL, 1 INCH MIN. RIGID NONMETALLIC
BARRIER.
SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY USE OF PANEL
OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY "SIMPSON STRONG TIE COMPANY", CLASS 0 OR CLASS 1 DUCT BOARD, OR OTHER APPROVED MATERIAL AND SHALL
CLIPS OR BLOCKING BETWEEN FRAMING. SEE NAILING SCHEDULE. NOTE 4" O.C.
OR EQUAL. INSTALL ALL ACCESSORIES AS PER THE MANUFACTURES REQUIREMENTS. ALL HAVE NO OPENINGS INTO THE GARAGE
PROVIDE WEED SCREED @BOTTOM OF
NAILING PATTERN WITHIN 48" OF ALL ROOF EDGES, RIDGES AND HIPS. OVER 1/2"
STEEL SHALL HAVE A MINIMUM THICKNESS OF 0.04 INCHES (PER ASTM A446, GRADE A) AND BE
GALVANIZED G60).
FLANGE SET BELOW TOP OF FOUNDATION AND
NOMINAL PLYWOOD, USE 10d NAILS.
(COATING DWELLING/GARAGE SEPARATION PER TABLE R302.6.
PLATE LINE.
t--------'-._... -------------------- --------- - - - - --
INSTALL ALL PLYWOOD SHEATHING WITH THE LONG DIMENSION OF THE PANEL
I SEE PLAN SPECIFIC UL LISTING IF NEEDED
ACROSS SUPPORTS AND WITH THE PANEL CONTINUOUS OVER TWO OR MORE
SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING AT PANEL ENDS AND
F--- - - -
This plan has been designed in general accordance with the latest Florida Building Code for gravity loads and design pressures generated by a wind
velocity per the DESIGN CRITERIA. The contractor shall consult these drawings for additional structural notes and specifications and shall confirm
EDGES UNLESS OTHERWISE RECOMMENDED BY THE SHEATHING
I all field material, conformance and site conditions. Any discrepancies of dimensions, product availability, modifications, or any changes in general
MANUFACTURER.
I
conditions shall be brought to the attention of the engineer immediately, and before proceeding with affected work. The contractor shall provide the
ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF
engineer with truss manufacturers drawings and layout for review and structural interface assessment prior to start with construction.
STAPLES ARE PROHIBITED.
ASTM & ACI Reports have a copywrite. It will be up to the contractor to obtain these documents.
rn
A
03
0
m
n
Jil (P
>
{f' PR 0 FESS 1 E7 NA L
\_ ��`� �
o a A"'It,MISTAKES,
V�
WHILE EVERY ATTEMPT HAS BEEN MADE IN THE
PREPARATION OF THESE DRAWINGS TO HYOID
AND INCLUDE ALL DETAILS AND
PERTINENT INPORMATION.THE DESIGNER CANNOT
Proposed Floor Plan For.
(1
F
Q 1, n %
NiIN l \ r fr✓ E L L i../
'
GUARANTEE AGAINST HUMAN ERROR. PRIOR TO
THE COMMENCEMENT OF ANY WORK, THE
Q �I %�
B ! ! IA N KO 1 I TZ E R
V
I VERIFY
!
q20 PALM AVENUE, ELLENTON, FL 34222
PH:�g41-41 i-2034_ . u.E-MAIL: PED@PEI7FL.GOM-
I
Z
�
z
�
G
'u
C
CONTRACTOR MUST ALL DIMENSIONS,
�G
DETAILS, .AND INFORMATION PROVIDED IN THESE
i DRA,NINGS. CONTRACTOR SHALL CONTACT THE
EOR,'N WRITING FORANYOM155[ON5, OR
I DISCREPANCIES ON THE DRAWING PRIOR TO THE
35550 ALPHA AVE
! "�✓ ,j'
- --�-
-�_ -�
❑ LU 15 A. R05ARI O, P.E. FL# 61 u28
❑ MILAN SLOVAK, P.E. FL# 6162b
//
60A #. 2M251
COMMENCEMENT OF ANY WORK.
ZEPHERHILL5, FL 33540
-�
_.hrl-