1165 OCEAN BLVD - ADDITION DRAWINGSDESIGN SPECIFICATIONS � GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
DESIGN CODE:
Z194 S N
TIAL
(LEVEL OF ALTERATION = LEVEL II i
( WORK AREA COMPLIANCE METHOD
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS,
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE.
DESIGN LOADS: ACTUAL AND UNIFORM
ROOF FLOOR
ROOF LOADING (cd=1.25) (cd=1.00)
COMPONENTS & CLADDING
ALLOWABLE DESIGN PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
EDGE STRIP (PSF):
ZONE (PSF)
'a' = 4'-6"
10
+25.6 -27.7
+25.6 -34.2
50
+22.9 -25.0
+22.9 -28.8
100
+21.8 -23.9
+21.8 -26.6
ROOF SHEATHING SPECIFICATIONS:
-- SHINGLE- MIN. '/16-", 21/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS @ 6" O.C, EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C.
WITF-IIN 4(-0" OF ROOF rDGE).
W H THIN G SP CI]CATIONS:
v 1
FLEXIBLE FI [SH MIN 11624/16, APA RATED OSB OR PLYWOOD SHEATHING FASTENED w/ 8d @ 6 O.C. EDGE AND 6 O.C. FIELD. SHEATHING MAY BE
IINSTALL ED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL &BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
MIN: �/ 24/1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. INSTALL SHEATHING WITH THE LONG DIMENSION PERPENDICULAR TO THE WALL
p
STUCCO . FINISH.- 6 >
` ISTUD!S
I
TOP CHORD LIVE LOAD 20 psf 40 psf
UPLIFT
FASTENERS
CLAY MASONRY {BRICK,
SYP
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (A
D). THE
BRICK SHALL BE IN ACCORDANCE
WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY.
TOP CHORD DEAD LOAD f TILE SHINGLES 10 psf
20 psf ( )
ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED
BY
520
5-8d EA. END
BOTTOM CHORD LIVE LOAD 0 psf
BO 10 psf
THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER RED
CTION
CONCRETE SPECIFICATIONS:
5-10dx1 '/2" EA. END
BOTTOM CHORD DEAD LOAD 5 psf 5 psf
SHALL BE PERMITTED
1000
ALL CONCRETE HAS BEEN DESIGNED
IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI
10456.3
H TS20
1450
AT 28 DAYS CONCRETE AT GARA
E AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
DEFLECTION CRITERIA:
• COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR
BOTH
1270
t
9-10d EA. END
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.
2050
GENERAL NOTES:
13-1Od EA. END
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240
HTT4
3480
3080
18-16d TO TRUSS/BEAM
11496.2
PERMISSIBLE.
TION IS E
I EA ___-- �,
NTERP LA
'( .L .�
,
�t �;.
rr ._._
,.,E � � NS. .
4670
32-16d TO TRUSS/BEAM
i �
WIND LOADING:
:•. p45 r..
LUS28
,,
FQ TIN S' "AND Is SHA
L BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A I
PLUS = PRESSURE AND MINUS = SUCTION. '
4-10d TO JOIST
,FOUNDATIONS
RECOMMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF
14-16d TO HEADER
10531.36
ORGANIC MATERIAL AND COHESIVE.
(CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS
• DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS
THE
10849.6
ABU66
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR
MANUF. SUPPLIER & SHAL
RESPONSIBILITY OF THE WINDOW/DOOR /
MEET
°
FOUNDATION PLAN ONLY CONVEY
A EMBEDS STEP HEIGHTS ETC. SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND
STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL ,
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED ,�
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
SIMPSON EPDXY-TIE
LOCATION FROM THE..FOUNDATION
PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION
BY 0.75 WHEN COMBINED w DEAD LOAD. iii
/
1675
10-16d TO STUD/BEAM/POST
PLAN. IF FOOTING SIZE , OR LOCATION
IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
BASIC WIND SPEED (ASCE 7-10) -------- ------ 130 MPH
805
695
10-10d
13872.5
IMPORTANCE FACTOR ---------------------- 1.00
�I�a-SIL --��IL-
1705
UNLESS OTHERWISE NOTED ONDRAWINGS,
MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3
----------------------- FT
_---- '�-= a a
NAIL
@ 48" O.C. OR ROD CHAIRS. PROVIDE
CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH
MEAN ROOF HEIGHT 15.0
0
-
-
-
-
-
ELEMENT. SPLICES IN REINFORCING,
WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
ROOF PITCH - - - - - - - - - - - - - - - - - - - - - - - - - - - - 6/12
i
o
BUILDING CATEGORY ----------------------- II
NAIL i ,j(2
,16d)
CONCRETE SLABS ON GRADE:
NAILS
- - - - - - - - - - - - - - - - - - - - - - C
a
DENOTES EDGE STRIP.
IAMETER
SHALL BE INSTALLED OVER MINIMUM
6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR
EXPOSURE CATEGORY
SEE C & C CHART
PREVENTION OF SUBTERRANEAN TERMITES.
ENCLOSURE CLASSIFICATION -----------------ENCLOSED
I ABOVE FOR a DIMENSION
END
F
INTERNAL PRESSURE COEFFICIENT -------------- f .18
NAIL
3-16d)
SAWCUTS: FOR CONTROLLED CRACKING
CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE
MATERIAL SPECIFICATIONS
I y o METHODS.
0 =
WOOD FRAMING SPECIFICATIONS:
a''� a ALL, WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT
o 1 1 0 WITH. MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA
Al
PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL.
HARDWARE AND ANCHORS:NOT ACTUAL PLAN]
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH i�
ASTM A 307 OR ASTM F 1554 GRADE 36. ROOF COVERING SPECIFICATIONS:
THE `CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). M'ANUFACTURER'S RLIQUIREMENTS'. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
EXTERIOR SHALL BE GALVANIZED. SCOPE OF SERVICE METALFLASHING AND VALLEY MATERIALS.
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBARWATERPROOFING:
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4 � MEANS AND METHODS:
THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RES ONSIBLE THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
LARGER THAN REBAR SIX AND 1/8" LARGER THAN THREADED ROD SIZE. FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, 0
(U.O.N.) SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF I
DUAL CARTRIDGE INSTALLATION ONLY) HEM CON
: TTO STRUCr
T THE wopw IN ArnRnANr.F WITH THF MKITRA .T 1
EPDXY: ITW RED HEAD A7
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60.
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50.
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185.
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi
SIMPSON CONNECTORS
D 0 C.U.ME N T'S.
LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES:
THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE
LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT,
WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHIN AND "'
HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED
PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FR.AjMING NOT
SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND AN
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM.
CONNECTOR
UPLIFT
FASTENERS
FL# CODE
SYP
SPF
A35
450
450
12-8dx1'/2"
10446.4
H2.5T
600
520
5-8d EA. END
11478.3
H8
620
530
5-10dx1 '/2" EA. END
11470.3
MTS12
1000
860
7-1Odx11/2" EA. END
10456.3
H TS20
1450
1245
24-10d x1 '/2" EA. END
13872.3
MSTA24
1765
1270
t
9-10d EA. END
13872.4
MSTA36
2050
1870
13-1Od EA. END
13872.8
HTT4
3480
3080
18-16d TO TRUSS/BEAM
11496.2
1-5/8 "0 ROD TO FTG.
H TT5
5250
4670
32-16d TO TRUSS/BEAM
11496.2
1-5/8 "0 ROD TO FTG.
LUS28
930
780
6-10d TO HEADER
10655.113
4-10d TO JOIST
HU410
905
785
14-16d TO HEADER
10531.36
6-16d TO JOIST
ABU44
2200
6"
5/8 "0 ROD w/ 12-16d
10849.6
ABU66
2300
FACE NAIL
5/8 "0 ROD w/ 12-16d
10849.6
SET
N/A
N/A
SIMPSON EPDXY-TIE
11506.4
LTT20B
1675
1675
10-16d TO STUD/BEAM/POST
11496.3
1-1/2 "0 ROD TO FTG.
LSTA12
805
695
10-10d
13872.5
CS16
1705
1705
113-8d
10852.1
WOOD FASTENING... CHEDULE PLAN LEGEND AND ABBREVIATIONS
MEMBERS
TOP PLATE TO TOP PLATE
TOP PLATE, LAPS/INTERSECTION
DBL. TOP PLATE TO STUD
RIM JOIST TO TOP PLATE
CEILING JOIST TO TOP PLATE
CEILING JOIST, OVER PARTITIONS
CEILING JOIST TO ROOF RAFTER
JOIST/TRUSS TO PLATE
RAFTER TO PLATE
JACK RAFTER TO H I P
ROOF RAFTER TO 2x- RIDGE BM.
CONT. HEADER, TWO PIECES
CONT. HEADER TO STUD
STUD TO SOLE PLATE
SOLE PLATE TO JOIST/BLOCKING
NAIL SPECIFICATIONS
3"x0.131 "O = GUN NAILS 2"x0.1 3"O = RINK SHANK
2"x0.113"O = 6d 21/2 "x .131 "O = 8d
3"x0.148"O = 10d 31/2 "x .162"O = 16d
11/2 3130x0.148"O = 10dx11/2 is
11/2 "x .131"0 = 8dx11/2 to
FUN -
FOUNDATION
FT -
FOOT
FTG --
FOOTING
HDR -
HEADER
CONNECTION
PERP
LBS -
POUNDS
PSF -
Pounds per Square Foot
PSI -
Pounds per Square Inch
PT -
FASTENER
QT -
INTERIOR
LOAD BEARING WALL
TYPE
SF -
Square Foot
SPF -Spruce Pine Fur
SYP -
Southern Yellow Pine
THRU
FACE NAIL
-GUN NAILS @ 12:" STAG.
Typical
UON
- Unless Otherwise Noted
VERT
- Vertical
WWF
GABLE
DES
X -BRACE
GNATES SHEARWALL. THE
FACE NAIL
2-16d) 3 -GUN` NAILS
FACE NAIL
2-16d) 3 -GUN' NAILS
--------------
SW
HID
WALL
EN LINE DESIGNATES SIDE OF
THE SHEARWALL SHEATHING
TOE NAIL]r8d
@ 6") GUN NAIL @
_6"
NAILING:
TO
3E APPLIED. 8d ®3/6
TOE
NAIL
3-8d)
5 -GUN
NAILS8d@3"
6"
DE
O.C.
IGNATES 8d COMMONS @ 3"
EDGE & 6" O.C. "IN THE
FACE NAIL
3-16d)
4 -GUN
NAILS
FIE
D"
FACE.
'NAIL 'C''
' 16d)
8 -GUN
NAILS
ADJ
-ADJACENT
TOE
NAIL
2-16d)
3 -GUN
NAILS
BM
BOT
BRG
CMU
DBL
-
-
-
-
-
BEAM
BOTTOM
BEARING
CONCRETE MASONRY UNIT
DOUBLE
TOE NAIL
3-8d) 3 -GUN NAILS
TOENAIL
I
3-10d) 4 -GUN NAILS
TOE
NAIL i ,j(2
,16d)
3-OUN
NAILS
DIA
EA
-
- EACH
IAMETER
FACE NAIL'
16,d@ 16" OAC. @ EDGE
EE
- EACH
END
F
TOE
NAIL
3-16d)
4 -GUN
NAILS
EOR
-
ENGINEER OF RECORD
EQ
-EQUAL
TOE
NAIL
3-16d)
4 -GUN
NAILS
EXT
FBC
-
EXTERIOR
FLORIDA BUILDING CODE
FACE NAIL
(16d @ 16") GUN NAIL @ 8"
NAIL SPECIFICATIONS
3"x0.131 "O = GUN NAILS 2"x0.1 3"O = RINK SHANK
2"x0.113"O = 6d 21/2 "x .131 "O = 8d
3"x0.148"O = 10d 31/2 "x .162"O = 16d
11/2 3130x0.148"O = 10dx11/2 is
11/2 "x .131"0 = 8dx11/2 to
FUN -
FOUNDATION
FT -
FOOT
FTG --
FOOTING
HDR -
HEADER
HORIZHORIZONTAL
PERP
LBS -
POUNDS
® BUILT-UP POST IN THE WALL
H6-1 /2 HEADER SIZE, JACK AND KING STUD
QUANTITY.
LG -
Long
MANUF - Manufacture
MONO
- Monolithic
OC -
On Center
OSB -
Oriented Strand Board
PERP
- Perpendicular
PRE ENG - Pre Engineered
PSF -
Pounds per Square Foot
PSI -
Pounds per Square Inch
PT -
PRESSURE TREATED
QT -
Quick Tie
REINF
- Reinforce
SF -
Square Foot
SPF -Spruce Pine Fur
SYP -
Southern Yellow Pine
THRU
- Through
TYP -
Typical
UON
- Unless Otherwise Noted
VERT
- Vertical
WWF
- Welded Wire Fabric
OFFICE COPY
REVIEWED FOR CODE COMPLIANCE
CIN OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS
REVIEWED BY:DATE: �r' �M 6
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SO CA# 3579
P �y
�Ne s p`• ANT �
No. 53
STAT
O
P
Rt
O.
Vkl
ss••......•• z
Luis A. Pontigo, PE
FL PE#53311
REVISIONS DATE
0 FIELD 08.02.1
SERVICE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO 8 ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO 8
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
DESIGN
CRITERIA
AND
GENERAL
NOTES
DOSE SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
RENOVATION
DESIGN/DRAWN/CHECKED
CS MK LAP
DATE
07.19.16
SCALE
AS NOTED
LPA No.
NLEF-16-00598
CONTROL No.
SHEET
S000
SHEET 1 OF 3
E
I
4
EXISTING FOUNDAT ON
i
v
I
I EXISTING STRUCTURE TO I
REMAIN "AS IS" U.O.N.
ft'i' r
I
EXISTING STRUCTURE TO
REMAIN "AS IS" U.O.N.
EXISTING FOUNDATION
F_TL-1
L- —
NEW 4" CONCRETE SLAB w/
FIBERMESH 0 1.5 LBS/CU.YD.
OF CONCRETE OR 6x6 W1.4xW1.4
WWF ON 6MIL VAPOR BARRIER
IN PREPARED GRADE.
FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
TYPICAL WALL FRAMING
AND ANCHORAGE PER
CONSTRUCTION SPECS.:
_j pz4 SLAB ON
Z 4 a . A GRADE,
a SEE PLAN.
r �\ao d a
Z / I
ALT. FOOTING AT
J' BUILDERS DISCRETION.
12" I w/(2)#4 CONT.
kAnkini 1T1 -41r pnr = 1=nnT1K1r-
I I I I I DRILL 4" AND EPDXY
DRILLi 4" AND EPDXY I 2—#3x16" HORIZONTAL
3 1—#3Dc16" HORIZONTAL DOWEL BARS
S1.o DO L BARS @ 24"
0. C. TYP) I
—SAWCUT
C)
V)
F
1 PROVIDE SAW CUTS PER
2/S1.0, BUILDER TO
COORDINATE WITH FINISH
FLOOR MATERIAL.
3/4" DEEP SAWCUT w/
ELASTOMERIC SEALANT SLAB ON GRADE,
SEE PLAN
.d 1
a .
NOTES:
1) PROVIDE SAWCUTS TO CREATE
APPROXIMATE 12' X 12' MAX. SQ.
2) SAWCUT CONC. SLAB WITHIN 4
TO 12 HOURS OF CONC
PLACEMENT.
"z1 SAWCUT DETAIL
s,.o
XISTING FOOTING
0 REMAIN
11
EXISTING SLAB
ON GRADE
EXISTING
NEW SLAB TO
NEW NEW
((2)2x8-1/2� (2)2X6-1/2
SIMPSON DTT2Z w/
1/2x6" TITEN HD
EXISTING STRUCTURE TO
REMAIN "AS IS" U.O.N.
EXISTING STRUCTURE TO
REMAIN "AS IS" U.O.N.
16
S2.o
EXISTING BEAM ABOVE.
CONTRACTOR TO VERIFY
2—MSTA24 EA. END
(TYPICAL)
ASSUMED, NON—LOAD
BEARING WALL TO BE
REMOVED. CONTACT E.O.R.
IF -OTHER CONDITIONS EXIST
1A
S2.0
1B
S2.0
SW NAILING:
8d®3"/6"
INSTALL SOLE PLATE
ANCHORS @ 24" O.C.
AT THIS WALL
IRT LEVEL WALL FRAMING PLAN
SCALE: 1/4" = V -0 -
FRAMING NOTES:
1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S2.0
2. ALL BUILT—UP POST, HEADERS & BEAMS SHALL BEE FASTENED PER 6/S2.0
4" CONCRETE SLAB w/
NEW FIBERMESH @ 1.5 LBS/CU.YD.
OF CONCRETE OR 6x6 W1.4xW1.4
WWF ON 6MIL VAPOR BARRIER
IN PREPARED GRADE.
X.
\\ \� AND EPDXY
% 6" HORIZONTAL
0 24 pt 0 C ( TYP )
s
ISTING FOOOTING
SYMBOLS LEGEND
INTERIOR BEARING WALL.
DESIGNATES SHEARWALL. THE HIDDEN
---------- LINE DESIGNATES SIDE OF WALL THE
SHEARWALL SHEATHING TO BE APPLIED.
SW NAILING: 8d O j DESIGNATES 8d COMMONS O
8dO3"/6" 3" O.C. EDGE & 6" O.C. "IN THE
FIELD"
DESIGNATES THE NUMBER OF PLYS OF
(2)2x8-1/2 HEADER SIE, & JAKING
STUDS RNEE EDEFORZHE DER ENING.
-- BEAM OR TRUSS, SEE PLAN
ANCHOR LEGEND
%" A307 DIAMETER THREADED ROD
TERMINATES AT FIRST FLOOR TOP
PLATE, SEE DETAIL 3/S2.0
%" A307 DIAMETER THREADED ROD
TERMINATES AT FIRST FLOOR TOP
PLATE, SEE DETAIL 3/S2.0
WALL STUD SCHEDULE
LOCATION PLATE STUD SIZE
HEIGHT & SPACING
EXTERIOR 90-1" 2x4 SPF#2 O 16" O.C.
MAX
EXTERIOR 10'-1 2x6 SPF#2 O 16" O.C. r
MAX 2x4 SPF#2 O 12" O.C.
EXTERIOR 10'-1 TO 2x6 SPF#2 O 16" O.C.
14'-0"
INTERIOR 1 MAX" 2x4 SPF#2 O 16" O.C.
INTERIOR 12'-0" 2x6 SPF#2 O 16" O.C. QL
MAX 2x4 SPF#2 O 12" O.C.
sn�n nntr�
1.} WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE
2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN.
CONTRACTOR MAY INCREASE STUD SIZE TO MEET
ARCHITECTURAL REQUIREMENTS.
3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN
YELLOW PINE.
4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES.
5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS
TO CONCRETE SLAB w/16d MASONRY CUT NAILS O 16" O.C.
MINIMUM. SEE 2/S2.0 FOR ADDITIONAL ANCHORS AT
SHEARWALLS
GENERAL NOTES
1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL.
SEE WALL STUD SCHEDULE THIS SHEET FOR STUD
SIZES AND SPACING. AT GIRDERS AND BEAMS,
PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER
PLIES.
2. SEE SHEET SO.0 FOR ROOF AND FLOOR
SHEATHING SPECIFICATIONS.
3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE
PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES
TOGETHER PER DETAIL 1/S2.1
4. INSTALL SOLE PLATE ANCHORS PER DETAIL
2/S2.0
HTT5 w/ 5/8" THREADED ROD
EPDXIED 8" MIN. (4 PLACES)
CONTRACTOR VERIFY
.MIN. 6x6 P.T. SYP#2
POST. (2 PLACES)
OFFICE COPY
SYMBOLS LEGEND
— — — — —
DESIGNATES FOOTING LINE
—
DESIGNATES SAWCUT UNE
INTERIOR LOAD BEARING WALL
i
DESIGNATES SLAP RECESS
— —
BEAM OR TRUSS, SEE PLAN
INFORMATIQN SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS
HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF
DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR
STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY
VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR
SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING
BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR
ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY
DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY
BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL
DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING
CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
Associates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SO CA# 3579
Luis A. Pontigo, PE
FL PE#53311
REVISIT DATE
0 FIELDICE 8.02.1
SER
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO & ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS, ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO &
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
FOUNDATION
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
�)
RENOVATION
DESIGN/DRAWN/CHECKED
CS M K LAP
DATE
07.19.16
SCALE
AS NOTED
LPA No.
NLEF-16-00598
CONTROL No.
SHEET
S160
�'�SHEET 2 OF 3
J
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FOUNDATION
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
PLAN NAME
�)
RENOVATION
DESIGN/DRAWN/CHECKED
CS M K LAP
DATE
07.19.16
SCALE
AS NOTED
LPA No.
NLEF-16-00598
CONTROL No.
SHEET
S160
�'�SHEET 2 OF 3
EXISTING PRE—ENGINEERED
VAULTED ROOF TRUSS
TYPICAL WALL FRAMING NOTES:
1. USE SPF#2 OR BETTER FOR
ALL WALL STUDS..
2. USE SYP#2 FOR ALL TOP
PLATES AND SOLE PLATES.
3. USE SYP#2 FOR ALL TOP
HEADERS
4. ALL WALLS SHALL BE
BALLOON FRAMED FULL
HEIGHT TO ROOF OR FLOOR
BEARING ELEVATION, U.O.N. ON
PLAN.
5.) FASTEN BOTTOM PLATE OF
INTERIOR LOAD BEARING
WALLS TO CONCRETE SLAB
w/1 fid MASONRY CUT NAILS @
16" O.C. MINIMUM. SEE
FOUNDATION PLAN ADDITIONAL
ANCHORS AT SHEARWALLS
4" CONCRETE SLAB w/ FIBERMESH
@ 1.5 LBS/CU.YD. OF CONCRETE OR
6x6 W1.4xW1.4 WWF ON 6MIL VAPOR
BARRIER IN PREPARED GRADE.
EXISTING SHEATHING
TO REMAIN "AS IS"
REMOVE EXISTING WALL
SHEATHING AND RUN NEW WALL
SHEATHING CONTINUOUS THRU
NEW TOP PLATES AND EXISTING
PRE—ENGINEERED TRUSS
�SDWC`15600 @ 6" O.C.
CEILING SHEATHING
BLOCKING AT ALL
SHEATHING '-JOINTS:
}. 2x4 FLAT WISE. FASTEN EACH
END WITH 2-10d TOENAILS.
/—ONLY REQUIRED AT SHEATHING
JOINTS FOR EXTERIOR WALLS
AND SHEARWALLS
2x6 SPF#2 @ 16" O.C.
RAKED WALL TO TRUSS
7/6" OSB WALL SHEATHING.
FASTEN TO STUDS w/ 8d COMS
@ 6" O.C. (TYP.)
WALL SECTION 1A
TYPICAL WALL SECTIONS
s2.o
EXISTING PRE—ENGINEERED
VAULTED ROOF TRUSS
EXISTING BE',Alvl
SDWC15600 @ 6 C.—/
2x4 SPF#2 @ 16" O.C.
_/
RAKED WALL TO TRUSS
4" CONCRETE SLAB w/ FIBERMESH
SOLE PLATE ANCHOR SEE @ 1.5 LBS/CU.YD. OF CONCRETE OR
SCHEDULE ON 2/S2.0 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR
/ BARRIER IN PREPARED GRADE.
EW FOOTING
OR
DROPPED HEAD
OR SILL PLATES
TYPICAL
HEADER NAILING
(1)2x4
SPF #2
(4)12d
0.131 X3" TOE NAILS
6'-4"
(2)2x4
SPF #2
(5)12d
TOE NAILS
2X6,
2x8 = (5) NAILS
SYP #2
(1)A34
TYPICAL STUD
NAILING:
(3)2x6
SYP #2
(1)A35
+ (4)12d TOE NAILS
2x10,
2x12 = (7) NAILS
TOP PLATE.
ANCHOR
3„
0.131x3"
END NAILS:
3/4 $I
g" LVL,
11" LVL = (7) NAILS
10,►
10
2Y2 of
3„
(2}
@ 2x4,
STEM
14" LVL,
16" LVL = (9) NAILS
NOTES:
(3)
@ 2x6,
1. TYP. CONNECTION
AT STUD COLUMNS,
ELEVATION
(4)
®2x8.
A
2. SPECIFIED NAILING REQUIRED FOR
EVERY
PLY
IN ADDITION TO (2)
PLYS
SYP#2 DBL..
--
6"MAX
AT
(— TOP PLATE
AT TOP
ruLL noun i nivk,nvr�
EITHER SIDE OF PLATE
HEIGHT CHANGE
2x—BLOCKING ONLY
REQUIRED IF SHEARWALL
SIMPSON H2.5T OR
LSTA12 STRAP FOLDED—\
OVER TOP PLATE
FASTEN LOWER STUD
TO TALLER STUD w/
2—ROWS OF 10d COMS
@ 12" 0. C.
TYPICAL SOLE
PLATE NAILING:
0.131x3" TOE NAILS:
(3) @ 2x4,
(4) @ 2x6,
(5) @ 2x8.
PT. SPF#2
SOLE PLATE
WALL FRAMING AT
PLATE CHANGE CONDITION
WINDOW SILL SCHEDULE
ROUGH
OPENING
DROPPED HEAD
OR SILL PLATES
MINIMUM END
FASTENER EACH END
< 4'-4"
(1)2x4
SPF #2
(4)12d
TOE NAILS
6'-4"
(2)2x4
SPF #2
(5)12d
TOE NAILS
4 8'-4"
(3)2x4
SYP #2
(1)A34
+ (4)12d TOE NAILS
< 12'-0"
(3)2x6
SYP #2
(1)A35
+ (4)12d TOE NAILS
2 TYP. WALL SECTIONS
2.0 SCALE: 3/4" = 1'-0"
RAISED
HEADER
'-0" MIN. SPLICE LENG
/ (16) 0.131x3" NAILS
VENLY SPACED
SYP #2
HEADER,
PER PLAN I�
WASHER
THREADED
ROD 0
AKUHLU I KAWS UI -
2x SPF DIAGONAL BLOCKING
"D
@
UPLIFT
OUBLE TOP
-CONNECTOR
PLATE
SEE PLAN
EXISTING SHEATHING
TO REMAIN "AS IS"
REMOVE EXISTING WALL
SHEATHING AND RUN NEW WALL
SHEATHING CONTINUOUS THRU
NEW TOP PLATES AND EXISTING
PRE—ENGINEERED TRUSS
_,...
BLOCKING AT ALL q„TEEL COUPLER
SHEA HING JOLTS: (OP- ION AL, LOCATE --
2x4 FLAT WISE. FASTEN EACH AS NEEDED)
END WITH 2-10d TOENAILS.
ONLY REQUIRED AT SHEATHING
JOINTS FOR EXTERIOR WALLS
AND rSHEARWALLS FULL HEIGHT
7/6" OSB WALL SHEATHING. THREADED ROD ----
FASTEN TO STUDS w/ 8d COMS SEE PLAN
@ 6" O.C. (TYP.)
FULL HEIGHT
THREADED ROD
SEE PLAN
! FLOOR
FRAMING
FOUNDATION,
PER PLAN.
EMBEDMENT
OSB WALL SHEATHING. DEPTH
FASTEN TO STUDS w/ 8d COMS FULL HEIGHT ANCHOR
@ 6 O.C. (TYP.)
WALL SECTION THREADED ROD, INSTALLATION CHART
FULL HEIGHT ANCHOR INSTALLATION CHART
THREADED
ROD 0
AKUHLU I KAWS UI -
2x SPF DIAGONAL BLOCKING
"D
@
E
WASHER
SPEC.
WOOD PLATE
HOLE
CONCRETE
HOLE
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
3/8
1/2 „0
1/2 "0
2x2x1/8„
4„
4„
2„
SOLE
'';
DOUBLE
`, FULL HT.
;---
_ -�
PLATE
t-- FULL HT.
TOP PLATE.
ANCHOR
3„
ANCHOR
3/4»�
3/4 $I
$$ 3x3x1/4„
10
10,►
10
2Y2 of
3„
�E— -- WALL
STUD
STEM
MONO
OR POST. 1
NOTES:
1. TYP. CONNECTION
AT STUD COLUMNS,
ELEVATION
JACK—TO—KING ASSEMBLIES, CORNER
o
A
2. SPECIFIED NAILING REQUIRED FOR
EVERY
PLY
IN ADDITION TO (2)
PLYS
FULL H T.
--
---
ANCHOR
AT
SILL PLATE
AT TOP
PLATE
FULL HEIGHT ANCHOR INSTALLATION CHART
THREADED
ROD 0
AKUHLU I KAWS UI -
2x SPF DIAGONAL BLOCKING
I TUN:
@
E
WASHER
SPEC.
WOOD PLATE
HOLE
CONCRETE
HOLE
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
3/8
1/2 „0
1/2 "0
2x2x1/8„
4„
4„
2„
3„
1/2
5j"0
9/16 "0
3x3x1/4 $9
6,>
6,o
2Y2,>
3„
5/8
3/4»�
3/4 $I
$$ 3x3x1/4„
10
10,►
10
2Y2 of
3„
MONO
STEM
MONO
STEM
SOLE PLATE ANCHOR SEE
SCHEDULE ON 2/S2.0
EW FOOTING
FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM
S2. C' SCALE: N.T.S
{ TYPIC TOP PLAT NAILING:
FASTEN:,.'ALL.'TOP PLATES
'TOGETHER w/,(3) ROWS
I OF .131x3 @ 12" O.C. STAGGERED
\-09MIN. I
ARCHED
TRANSOM FULL HEIGHT
OPTION ANCHOR, SEE
SEE RIGHT PLAN FOR SIZE
WINDOW SILL SEE AND LOCATION
SCHEDULE 5/S2.0
FOR SILL SIZE AND
CONNECTION EACH
END Tf
FOUNDATION SEE PLAN
8»
as
2
WALL FRAMING AT MAX. MIN.
RAISED HEADER CONDITION FROM SOLE
PLATE BREAK
BUILDER MAY CHOOSE`: EITHER THE DROPPED
HEADER CONDITION OR RAISED HEADER CONDITION
DROPPED
,HEADER
ell
1'13YP#2 HEADER,;
EP PLANS
4
WINDOW SILL SEE
SCHEDULE 5/S2.0
FOR SILL SIZE AND
CONNECTION EACH
END
WALL FRAMING AT
PED HEAD R CONDITION
SULL F'LA I t AI�L;_HUW:_
1/2 "0 x 6" LG (MIN
34" EMBED.)
THREADED ROD
ANCHOR DRILLED &
EPDXY w/2"O x i"
PLATE WASHER,
SEE SCHEDULE BELOW
SOLE PLATE
ANCHOR SCHEDULE
AKUHLU I KAWS UI -
2x SPF DIAGONAL BLOCKING
I TUN:
SHEARWALLS
SPA
ING
WASHER
SPEC.
FASTENED w/ 3-0.13
"x3"
3/8
40"
EA. END TYPICAL.
° (1) ROW OF 10d
2x2x< /8"
31/2"
SHEATHING MAY EXTEND
2"
oo
2
PAST BLOCKING— WINDOW
2x2x1/8,>
31/2 ,
1 3/4"
ATTACHMENTS MUST
48"
2
12" O.C.
ANCHOR INTO 2x MAT:.RIAL.
N A
N/A
SIDE.
JACK AND
KING STUDS,
2x4 OR 2x6 POST
SEE PLAN
WALL FRAMING AT
PED HEAD R CONDITION
SULL F'LA I t AI�L;_HUW:_
1/2 "0 x 6" LG (MIN
34" EMBED.)
THREADED ROD
ANCHOR DRILLED &
EPDXY w/2"O x i"
PLATE WASHER,
SEE SCHEDULE BELOW
SOLE PLATE
ANCHOR SCHEDULE
THREADED
ROD 0
EXT. WALL
SPACING
SHEARWALLS
SPA
ING
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
3/8
40"
16"
° (1) ROW OF 10d
2x2x< /8"
31/2"
1 3/4"
1/2
48"
2
i
2x2x1/8,>
31/2 ,
1 3/4"
MASA
48"
2
12" O.C.
N /Ai
N A
N/A
BOUNDARY OF
SHEATHING
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED
BY GENERAL NOTES\
NAIL SPACING AT
SUPPORTED EDGES,
GENERAL NOTES -- --
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL)
NAILING TO
INTERMEDIATE SUPPORT
IS 6"o.c MAX. (UON
RATED SHEATHING,
SEE GENERAL NOTES
SHEATHING NAILING DETAIL
SCALE: 3/4" = V-0"
STUDS, ROOF
TRUSSES, OR
FLOOR JOISTS
/ ..
2
FULL HEIGHT
ANCHORING SPECIFICATIONS
ANCHORING SYSTEM: THE THREADED ROD ANCHORING
SYSTEM SHALL CONSIST OF %"0 A307 THREADED
RODS, ORIENTED VERTICALLY AND ATTACHED TO THE
FOUNDATION AND TO THE UPPERMOST PLATE AT THE
LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE
TOP PLATE, PROVIDE A 2"x 2"x )fi" STEEL WASHER.
FASTEN WITH A NUT AND ALLOW AT LEAST 3
THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.)
ROD INSTALLATION: AT ALL PLATE PENETRATIONS,
PROVIDE A HOLE IN THE PLATE X" LARGER THAN THE
DIAMETER OF THE THREADED ROD USED. WHILE
SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER
(SIMPSON CNW OR EQUAL) MAY BE USED IN CASES
WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE
ROD SHALL BE INSTALLED APPROXIMATELY CENTERED
IN HOLE. RODS MAY BE SLANTED FROM TRUE
VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO
AVOID CONFLICTS WITH FLOOR AND WALL FRAMING.
THE NUT ABOVE THE UPPERMOST PLATE SHALL BE
SECURED OVER THE WASHER TO A SNUG—TIGHT
CONDITION PLUS ONE—HALF TURN OF A STANDARD
WRENCH (APPROXIMATELY 30 FT.—LBS. OF TORQUE).
DUE TO SHRINKAGE AND COMPRESSION OF BUILDING
CONTRACTORS SHALL RE—TIGHTEN NUT TO 30
FT.—LBS. OF TORQUE AFTER ALL TRADES ARE
COMPLETE AND PRIOR TO INSULATION.
EPDXY ANCHORING: ALL THREADED RODS SHALL BE
DRILLED & EPDXY ANCHORED. SEE INSTALLATION
CHART FOR EMBEDMENT AND EDGE DISTANCE
REQUIREMENTS
0
°
w N
IZ
'(3)
U
0
ROWS 12d
N
=
AT
12" O.C.
° 2x4 MEMBERS:
Q
EA.
SIDE.
° (1) ROW OF 10d
2—PLY
° NAILS @ 4" O.C.
OZ
°
2x6, MEMBERS:
In
(4)
ROWS 12d
° (2) ROW OF 1Od=V3—PLY
AT
12" O.C.
NAILS @ 4" 0. C.
EA.
SIDE.
STAGGERED
2x4 OR 2x6 POST
NOTES:
1. TYP. CONNECTION
AT STUD COLUMNS,
JACK—TO—KING ASSEMBLIES, CORNER
POST,
ETC.
2. SPECIFIED NAILING REQUIRED FOR
EVERY
PLY
IN ADDITION TO (2)
PLYS
A
x
BUILT - UP MEMBER FASTENING
SCALE: 3/4" = 1'-0"
OFFICE COPY
t%ssoclaies, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
n
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FORI
41690.000
Luis A. Pontigo, PE
FL PE#53311
REVISIONS DATE
QFIELD
1 SERVICE 8'02'1
FIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO & ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO 8
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
TYPICAL
WOOD
FRAME
DETAILS
DO NOT SCALE DIMENSIONS FROM
THESLDRAWINGS. IF A DIMENSION IS
REFER TO THEARAL DRAWINGS ORT THE E.O.R.
PLAN NAME
�)
RENOVATION
DESIGN/DRAWN/CHECKED
CS MK LAP
DATE
07.19.16
SCALE
AS NOTED
LPA No.
NLEF-16-00598
CONTROL No.
SHEET
S2,00
SHEET 3 OF 3
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DO NOT SCALE DIMENSIONS FROM
THESLDRAWINGS. IF A DIMENSION IS
REFER TO THEARAL DRAWINGS ORT THE E.O.R.
PLAN NAME
�)
RENOVATION
DESIGN/DRAWN/CHECKED
CS MK LAP
DATE
07.19.16
SCALE
AS NOTED
LPA No.
NLEF-16-00598
CONTROL No.
SHEET
S2,00
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