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PXVISIONS
0 WIND EXPOSURE CATEGORY: D PERMIT 10-20-16
* BUILDING CATEGORY: ENCLOSED
* BUILDING RISK CATEGORY:
* INTERNAL PRESSURE COEFFICIENT:
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DESIGN SPECIFICATIONS GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
DESIGN CODE: COMPONENTS & CLADDING FLOOR SHEATHING SPECIFICATIONS
2014 FLORIDA BUILDING CODE - RESIDENTIAL ALLOWABLE DESIGN PRESSURES 23/32 T&G OSB OR PLYWOOD SHE-ATHING, GLUE AND NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, TRIBUTARY INTERIOR EDGE STRIP (PSF): ROOF SHEATHING SPECIFICATIONS:
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. AREA (0) ZONE (PSF) P a 0 = 4'-6" SHINGLE- MIN. 7/16 P), 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6tv O.C. EDGE & 6f) O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4 O.C.
10 +30.2 -32.9 +30.2 -40.5 WITHIN 4'-0" OF ROOF EDGE). Lou Pontigo and
DESIGN LOADS: ACTUAL AND UNIFORM Associates, I nc.
ROOF, FLOOR 50 +27.1 -29.6 +27.1 -34.2 WALL SHEATHING SPECIFICATIONS:
ROOF LOADING (cd=1.25) (cd=1.00) FLEXIBLE FINISH-MIN. 7/16 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE 420 Osceola Avenue
Jax. Beach, Florida 32250
TOP CHORD LIVE LOAD 20 psf 40 psf 100 +25.7 -28.2 +25.7 -31.2 INSTALLED HORIZONTALLY OR VERTCALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. Ph. 242-0908 Fax.241-9557
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 Psf FL: CA# 8344 SC:CA#3579
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) 10 Psf STUCCO FINISH,-MIN. 7/16 24/16, 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
BOTTOM CHORD LIVE LOAD 10 psf 0 psf THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE STUDS
BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY
THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION MASONRY SPECIFICATIONS:
DEFLECTION CRITERIA: SHALL BE PERMITTED
MA80NRY HAS BEEN DESIGNED IN �CCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1 -05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 P 0
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 Z 11+10.
DAY COMPRESSIVE STRENGTH OF 2000 �si PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11 SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND
COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH E N,9�& C.4
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 TYPE M OR S. TYPE N MORTAR MAY B USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. %
0
N 3
WIND LOADING:
CONCRETE MASONRY UNITS (C
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A LINEAR INTERPOLATION IS PERMISSIBLE.
CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1 , GRADE N-1 , NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL
S TE OF 1
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF S -0
`CEUL5 �:CONTAINI'NC� VERTICAL RE[NF RCEMENT IN
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS PLUS PRESSURE AND MINUS SUCTION. 5-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1 -02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0
_(f
%
ORI
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR .........
__TE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS,
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE MASONRY STEMWALLS: ALL CONCRE .". 1AVIA1
STACk BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR of@
BY 0.75 WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET L u i s A. Po "
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. DIAMETERS. ALL EXTERIOR WALLS �HALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0 11 O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT ntigo, PE
BASIC WIND SPEED (ASCE 7-10) -------------- 130 MPH INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE FL PE#53311
IMPORTANCE FACTOR ---------------------- 1.00 HORIZONTAL JOINT REINFORCEMENT AT 16 00 O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON I /S1 .0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL REVISIONS DA-j��
MEAN ROOF HEIGHT ----------------------- 25.0 FT a BE A MINIMUM OF 6".
Jq A
ROOF PITCH ---------------------------- 4/12 e--
CLAY MASONRY (BRICK):
BUILDING CATEGORY ----------------------- 11 K_
BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY.
EXPOSURE CATEGORY ---------------------- D 0
ENCLOSURE CLASSIFICATION -----------------ENCLOSED DENOTES EDGE STRIP. K_ CONCRETE SPECIFICATIONS:
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
INTERNAL PRESSURE COEFFICIENT -------------- ± .18 SEE C & C CHART AT 28 DAYS CONCRETE AT GARAGE7 AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
ABOVE FOR DIMENSION
rRELCD ALTERA�TION
GENERALNOTES: CONTRACTOR SHALL CONTACT LOU
PONTIGO&ASSOCIATES PRIOR TO
MATERIAL SPECIFICATIONS i_ ,h
r i liz_ MAKING ANY STRUCTURAL FIELD
e-- MODIFICATIONS WHICH MAY VARY
14 FOOTING AND FOUNDATIONS: FROM THE INTENT OF THE ORIGINAL
0 K 01 K_ CONSTRUCTION DOCUMENTS ANY
HARDWARE AND ANCHORS: 0 1 0 FOOTINGS AND FOUNDATIONS SHAL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORTIS FIELD ALTEERNATIONS MADE PRIOR TO
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF BEING APPROVED BY LOU P0r1MG0
11 RECOMMENDED TO VERIFY SUITABLE
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASSOCIATES MAY RESULT IN
I 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. ADDITIONAL ENGINEERING OR
ASTM A 307 OR ASTM F 1554 GRADE 36. INSPECTION FEES.
[NOT ACTUAL PLAN]
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. LOCATION FROM THE FOUNDATION ID LAN SHOWN ON S1 .0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
EXTERIOR SHALL BE GALVANIZED.
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR SCOPE OF SERVICE
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" UNLESS OTHERWISE NOTED' ON ' DR,4 WINGS, 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
LARGER THAN REBAR SIX AND 1/8 1) LARGER THAN THREADED ROD SIZE. MEANS AND MEIHOQS' @ 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
(U.0.N.) THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, DR CONCBETE SLABS ON GRADE:
(DUAL CARTRIDGE INSTALLATION ONLY): SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRA CTOR O� ANY 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
EPDXY: ITW RED HEAD A7 OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF PREVENTION OF SUBTERRANEAN TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1 " SAWCUT INTO SLAB IN A 12'xl2' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT U
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT SLAB CALL EOR FOR ALTERNATIVE METHODS.
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. DOCUMENTS. >
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD FRAMING SPECIFICATIONS:
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER LIMITS OF STRUCIURAL ENGINEERING DESIGN RESPONSIBILITIES: Uj
THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE 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
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES ELASTIC LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, 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 C)
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND PRESERVATIVE IS USED, ALL ATTA4HED FASTENERS SHALL BE STAINLESS STEEL. 7
HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD TRUSSES: Ln u
PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS
SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS CONNECTION, AND ANY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. INSTALLED AT ALL TRUSSES AS IN ICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL
TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." AT MULTIPLE STRAP
CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER.
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
MANUFACTURER'S REQUIREMENTS. ("LAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURIER'S REQUIREMENTS. STANDING SEAM
U 0
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 FLASHING AND VALLEY MATE'RIALS.
WATERPROOFING: U1
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
SIMPSON CONNECTORS WOOD FASTENING SCHED�ULE PLAN' LEGEND AND ABBREVIATIONS
UPLIFT MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL
TYPE BUILT-UP POST IN THE WALL
CONNECTOR FASTENERS FL# CODE
SYP SPF
TOP PLATE TO TOP PLATE FACE NAIL 2-GUN NAILS @ 12" STAG.
X
GABLE -BRACE
A35 450 450 12-8dxl '/2 10446.4
TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3-GUN NAILS HEADER SIZE, JACK AND KING STUD
H2.5T 600 520 5-8d EA. END 11478.3 DESIGNATES SHEARWALL. THE QUANTITY.
DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3-GUN NAILS S17GN
H8 620 530 5-10dxll/2" EA. END 11470.3 -------------- HIDDEN LINE DESIGNATES SIDE OF DESIGN
WALL THE SHEARWALL SHEATHING
RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" SW APPLIED. 8d @ 3/6
MTS1 2 1000 860 7-10dxll/2" EA. END 10456.3 TO B--
NAILING: CRITERIA
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5-GUN NAILS it DESICNATES 8d COMMONS @ 3"
HTS20 1450 1245 24-10dxl '/2" EA. END 13872.3 Bd@3"/6- EDGE & 6" O.C. "IN THE
0.C. :_ AND
CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4-GUN NAILS FIELD"
MSTA24 1765 1270 9-10d EA. END 13872.4
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8-GUN NAILS GENERAL
MSTA36 2050 1870 13-10d EA. END 13872.8 1 1 ADJ ADJACENT LG Long
18-16d TO TRUISS/BEAM JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3-GUN NAILS BM BE. AM MANUF Manufacture OFFICE COPY NOTES
HTT4 3480 3080 11496.2 RAFTER TO PLATE TOE NAIL (3-8d) 3-GUN NAILS BOT BOTTOM MONO Monolithic DO NOT SCALE DIMENSIONS FROM
1-5/8"0 ROD TO FTG. BRG - BEARING OC On Cente� THESE DRAWINGS.IF A DIMENSION IS
32-16d TO TRUSS/BEAM JACK RAFTER TO HIP TOE NAIL (3-10d) 4-6UN ' NAILS CMU - CONCRETE MASONRY UNIT OSB Oriented Strand Board UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
HTT5 5250 4670 1-5/8"0 ROD TO FTG. 11496.2 ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3-GUN NAILS DBIL DOUBLE PERP - Perpendicular REVIEWED FOR CODE COMPUANCE
DIA D AMETER PRE ENG - Pre Engineered CITY OF ATLANTIC BEACH
6-10d TO HEADER CONT. HEADER, TWO PIECES FACE NAIL 16d0' 16 PP O�jC. @ EDGE, EA - EACH PSF Pounds per Square Foot SEE PERMITS FOR A0Dff10NAL PLAN NAME
LUS28 930 780 10655.113 EE - EACH END PSI Pounds per Square Inch MARCH RESIDENCE
FIEGUIRF.MFATS AND CONDITIONS
4-10d TO JOIST CONT. HEADER TO STUD TOE NAIL (3-16d) 4-OUN NAILS EOR ENGINEER OF RECORD PT PRESSURE TREATED DESIGN/DRAWN/CHECKED
EQ - EQUAL QT Quick Tie REVIEWEDBY:
14-16d TO HEADER CS / WAC/LAP
STUD TO SOLE PLATE TOE NAIL (3-16d) 4-(GUN NAILS
HU410 905 785 10531.36 EXT - EXTERIOR REINF - Reinforce
DATE
6-16d TO JOIST SOLE PLATE TO JOIST/BLOCKING FACE NAIL (1 6d @ 16 GUN 'NAIL @ 8" FBC - FLORIDA BUILDING CODE SF - Square Foot 09.29.16
FDN FOUNDATION SPF -Spruce Pine Fur
SCALE
ABU44 2200 5/8"0 ROD w/ 12-16d 10849.6
FT - FOOT SYP - Southern Yellow Pine
r AS NOTED
ABU66 2300 5/8"0 ROD w/ 12-16d 10849.6 NAIL SPECIFICATIONS FTG FOOTING THRU Through
LPA No.
HDR - HEADER TYP - Typical HI I OCT 2 5 20 1
SET N/A N/A SIMPSON EPDXY-TIE 11506.4 3 xO.131 "O GUN NAILS 2 x0.1 YO RINK SHANK HORN-16-00807
HORIZ - HORIZONTAL UON Unless Otherwise Noted
2 xO.113"O 6d 21/2 X D.1 ,31 0 8 d CONTROL No.
FOUNDS VERT Vertical
10-16d TO STUD/BEAM/POST
LTT20B 1675 1675 11496.3 3 xO.148 0 10d 31/2 %0 .162"0 16d 449
1-1 "0 ROD TO FTG. 11 11 11 11 $1 WWF Welded Wire Fabric
/2 A xO.148"O 10dx11/2 A xo .131 "O 8dxl 1/2 SHEET
LSTA12 805 695 10-10d 13872.5 Soso
CS16 1705 1705 13-8d 10852.1
SHEET 1 OF 4 00/
SYMBOLS LEGEND
m
DESIGNATES THE NUMBER OF PLYS OF
—1/2 HEADER, HEADER SIZE, & JACK/KING
(2)2x8 STUDS NEEDED FOR HEADER OPENING.
BEAM OR TRUSS, SEE PLAN
GENERAL NOTES
Lou Pontigo and
1. SEE SHEET SO.0 FOR ROOF AND FLOOR Associates, I nc.
SHEATHING SPECIFICATIONS.
2. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE 420 Osceola Avenue
PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES Jax. Beach, Florida 32250
TOGETHER PER DETAIL 2/S2.0 Ph. 242-0908 Fax.241-9557
FL:CA# 8344 SC:CA#3579
Lj__
N. PON
ffi 6 moo***
lot
No.5
-0 ST
OF
L
7
0
LOCATE BEANI L u i s A. Pontigo, PE
EXISTING 8" CMU
(3)2x4 SPF#2 POST. BELOW POST ABOVE
!-*-�WALLS FL PE.#53311
�CONTRACTOR TO VERIFY
HUCA21 0-2
EXSTING 8x16 FOUNDATION .................
GER (TYP) ISIONS
HAN R EV7E DATE
BELOW POST (2)2xl 2 BEAM IN
FLOOR SYSTEM
HUC210-2
UPSIDE DOWN--,,,
HANGER (2)2xl 9
POST TO FOUNDATION HUC2102
w/HTT4 w/%" THREADEDi44 MASONRY
^6 ROD EPDXIED HANGE
(2)2xl 2
1�-,�-o 7-
00
rFIELD ALTERATION
BEAM TO POST,—/ 2xl 2 LED R CONTRACTOR SHALL CONTACT LOU
7_ PONTIGO&ASSOCIATES PRIOR TO
SEE 6/S1.0 X THREAD RODS —---————— MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
EPDXIED 5 94 FROM THE INTENT OF THE ORIGINAL
2x6 SYP#2 DECK CONSTRUCT]ION DOCUMENTS.ANY
FIELD ALTERNAT]IONS MADE PRIOR TO
JOISTS 0 16" O.C. BEING APPROVED BY LOU POI`�MGO&
w/HU26 HANGER EA._'__�., ASSOCIATES MAY RESULT IN
DO TIONAL ENGINEERING OR
END. INSPECTION FEES.
N//
HUC210-2
HANGER =�(2)2xl 2 EXISTING 8 it CmU
WALLSEPDXIED
D R W/;�
R OD S
5
EXISTI-NI BEAM
3-2
Art GER
1z
m EXISTWG HOUSr_ TO
CD
REMAIN "AS—IS
z
EXISTING DECK TO_,-,zX/Z//Z�
REMAIN AS IS. V)
X
�/////x LLI
7
Z, HUC28-2
H U C210—2 HANGER
HANGER
7
z
FXI15;TINQ, RFAM
HUC210-2
HANGER (TYP) 2xl 2 LEDGER wA8
6x6 SYP#2 x _j /—THREADED RODS
EPDXIED 5" @ 24" O.C.
EXISTING POST TO— FN (2)A35 ANGLE
REMAIN (TYP) 0
HUC210-2
UPSIDE DOWN--,,,--.
HANGER 00
U1
(2)A35
ANGLES-A\\\\ Cl.q+ r'�
2x6 SYP#2 DECK
to "I (2�?xl 2 (�)2xl 2 (2�2xl 2
JOISTS @ 16 O.C. 11 14 11 11 1
w/A35 EA. END. - bAd 2x6 SYP#2 DECK
(TYP) 6 JOISTS @ ' 6$1 O.C.
S2.0 w/HU26 HANGER EA. IST LEVEL
2xl 2 BEAM TC POST END.
CONNECTION w/(5)
Y4 x&" SDS SCREWS WALL
FRAMING
PLAN
OFFICE COPY
DO NOT SCALE DlrvENSK:)NS FROM
THESE DRAWNGS.IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS PLAN NAME
FIRST LEVEL WALL FRAMING PLAN HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF MARCH RESIDENCE
DESIGN INGLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR DESIGN/DRAWN/CHECKED
SC I ALE: 1/4 10-0$9 STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY CS / WAC/LAP
VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR
FRAMING,NOIES: SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING DATE
1. ALL BUILT—UP POST, HEADERS & BEAMS SHALL EEE FASTENED PER 2/S2.0 BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERE I NCES AND/OR 09.29.16
SCALE
DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR AS NOTED
ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY LPA No.
DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING HORN-16-00807
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY CONTROL No.
BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER 449
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL
DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING SHEET
CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. S160
OF
..�H�EET �2 �4 ��
SYMBOLS LEGEND
0
117
DESIGNATES THE NUMBER OF PLY'S OF
(2)2x8-112 HEADER, HEADER SIZE, & JACK/KING
STUDS NEEDED FOR HEADER OPENING.
BEAM OR TRUSS, SEE PLAN
GENERAL NOTES
I Lou Pontigo and
1. SEE SHEET SO.0 FOR ROOF AND FLOOR Associates, I nc.
SHEATHING SPECIFICATIONS.
2. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE 420 Osceola Avenue
PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES Jax. Beach, Florida 32250
SEE DETAIL 5/S2.0 TOGETHER PER DETAIL 2/S2.0 Ph. 242-0908 Fax.241-9557
EXISTING 8" CMU /—FOR NEW GABLE WALL FL:CA# 8344 SC:CA#3579
WALLS FRAMING
EXISTING CEILING
/--JOIST BELOW TO
BE REMOVED sees C E 0.4
SEE DETAIL
> % In
_j 4/S2.0 FOR
No.533 11 In
L-Li CONNECTION
O�
S
OF
z Q
as A"- st�40. Cq
4; EXISTING ROOF *Ole
J 0 1 S TS
4
S2.0
L u i s A Pontigo, PE
FL PE#53311
7-��F==:(2)2x4, KING POST. FASTEN�
11 , TTOP AND BOT w/(2)HTS16 REVISIONS DAT;
STRAP POSTS TO
BELOW w/(2)CS18— CONTRACTOR TO VERIFY NEW RIDGE
STRAPS(TYP) �LOCATION. IF RIDGE BEARS ON
EXISTING WA L, INSTALL (3)2x4 POSTS
BELOW. IF RIDGE DOES NOT BEAR ON
0 EXISTING WALL, CONTRACTOR SHALL rFIELD ALTERATION
CONTRACTOR SHALL CONTACT LOU
INSTALL (3)2,.<8 BEAM ABOVE PLATE. PONTIGO 8 ASSOCIATES PRIOR TO
MAKING ANY ST U I
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS,ANY
FIELD ALTERNATIONS MADE PRIOR TO
< BEING APPROVED BY LOU PON71GO 8
ASSOCIATES MAY RESULT IN
ADDITIONAL ENC31NEEFZING OR
INSPECTION FEES.
IL
EXISTING HOUSE TO
REMAIN PPAS—ISP$
00
Ln
F-
r F2NID LEVEL
WALL AND
Run 0 F
F E)A
FSMMING
PLAN
OFFICE COPY
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS.IF A DIMENSION 15
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
'U
=E�77p_
\..'�C ANC�T
INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS PLAN NAME
HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF MARCH RESIDENCE
SECOND LEVEL WALL FRAMING FILAN DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR DESIGN/DRAWN/CHECKED
STRUCTURES. THE ACTUAL AS—B.UILT CONDITION FOUND IN THE FIELD MAY CS / WAC/LAP
SCALE: 1/4" = 19-0*0 VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR DATE
FRAMING NOTES: SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING 09.29.16
1. ALL BUILT—UP POST, HEADERS & BEAMS SHALL BEE FASTENED PER 2/S2.0 BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR SCALE
DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR AS NOTED
ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY LPA No.
DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING HORN-16-00807
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY CONTROL No.
BRACING/SH ORIN G, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER 449
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL SHEET
DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING
CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
S161
HEET 3 OF4
11/2 to
(3) ROWS 12d
AT 12" O.C.
EA. SIDE.
2-PLY
BOUNDARY OF RATED SHEATHING) 0 ",�_2x4 MEMBERS:
Loll Pontigo anti
SHEATHING SEE GENERAL NOTES 0 (1) ROW OF 1 Od Associates, I nc.
(4) ROWS 12d
NAILS @ 4" O.C.
AT 12 O.C. 420 Osceola Avenue
EXAMPLE OF PANEL 2x6 MEMBERS: EA. SIDE. Jax. Beach, Florida 32250
EDGE w/ BLOCKING (2) ROW OF 1 Od Ph. 242-0908 Fax.241-9557
WHERE REQUIRED FL:CA# 8344 SC:CA#3579
BY GENERAL NOTES NAILS @ 4" O.C. 3-PLY
STAGGERED
LESS THAN 14 BEAM
NAIL SPACING AT
2x4 OR 2x6 POST
SUPPORTED EDGES,
GENERAL NOTES to EXISTING RIDGE AND H2.5T
ROOF RAFTERS -C�CE
V2
(3)ROWS OF R4
(3) ROW OF 1 Od (3)ROWS OF 5 No.5331
EXAMPLE OF UNSUPPORTED to 0.C. TRUSSLO�
NAILS @ 8 0�0 TRUSSLOK
(UNBLOCKED) PANEL EDGE ENGINEERED WOOE
STAGGERED 0 ENGINEERED WOOD
as S
(TYPICAL) FASTENERS @ 24 0.( E OF
-j- 17�
.7-FASTE RS_.-_@..__Z4_"o c
S 0
04
AS�
f;� � j I
AS'. OWN"
NAILING TO
Lit-
RT 0 0
INTERMEDIATE SUPPO
is 6 ox MAX. (UON)���. TUDS, ROOF 0 4-PLY � 1111 3-PLY Luis A. Pontigo, PE
TRUSSES, OR 0 0 1 4" LVL AND GREATER NEW RIDGE BEAM FL PE#53311
FLOOR JOISTS i BELOW EXISTING.
NOTES: --ION TUD COLUMNS, �R__EV71GIONS DA
1. TYP. CONNEC AT S
JACK—TO—KING ASSEMBLIES, CORNER POST, .ETC.
2x8 POST
2. SPECIFIED NALING REQUIRED FOR EVERY PLY
IN ADDITION TO (2) PLYS
SHEATHING NAILING DETAIL BUILT — UP MEMBER FA STENING loe�4 NEW RIDGE DETAILS
�_o SCALE: 3/4" = V-0" �-o SCALE: 3/4" = V-0" S2.0 SCALE: 3/4" V-0" NEW BEAM --\
FIELED ALTERATION
CONTRACTOR SHALL CONTACT LOU
PONTIGO a ASSOCIATES PRIOR TO
MAKING ANY STRUC7URAL REM
MODIRCATIONS WHICH MAY VARY
EXISTING ROOF FROM THE INTENT OF THE ORIGINAL
EXISTING RIDGE AND CONSTRUCTION DOCUMENTS.ANY
RAFTERS AND FIELD ALTERNATIIONS MADE PRIOR TO
ROOF RAFTERS —' 2— J" THRU BEING APPROVED BY LOU PON71GO&
OUTLOOKERS ASSOCIATES MAY RESULT IN
BOLTS ADDITIONAL ENGINEERING OR
INSPEC'nON FEES.
(STAINLESS)
V
EXISTING EXISTING POST
BUIDLER BEYOND
LEDGER PER
PLAN BEAM TO POST
H2.5T @ 3211, O.C. CONNECTION
5/4 P.T. DECKING w/2-10d
RING SHANK NAILS AT EACH
HIUC210-2 HANGER INTERSECTION
NEW RIDGE BEAM UPSIDE DOWN 7- z 7 .7 7-7 7 TOP OF EXISTING
FLOOR SYSTEM
(2)MSTAM24 BELOW EXISTING. MSTAM24 STRAP NEW 2x8 CRIPPLE
R STUDS 0 16 �0.C.
STRAP EA. @ 16 0.C. EA.
FACE OF POST FACE OF WALL
(2)2x8 POST BELOW NEW
\— RIDGE. FASTEN RIDGE TO
POST w/(2)HTS1 6 (2)2xl 2 BEAM
_'ii�� EXISTING FLOOR
2— THRU L DECK JOISTS HU210-2
BOLTS PER PLAN
7
HANGER
(STAINLESS) SYSTEM
(GALV)
XISTING MASONRY
EXISTING MASONRY EXISTING MASONRY NEW BEAM WALL, CONTRACTOR
TO VERIFY.
WALL WALL
EXISTING POST
TO REMAIN
NEW DECK FRAMING SECTION 00
'N� RIDGE TO WALL DETAIL NEW GABLE WALL FRAMING r6
r4 SCALE: 3/4" V-0" S2.0 SCALE: 3/4 11-0991 �L2_�) SCALE: 3/4" V-0" < Ln
ls��_o
IN.
V EXISTING
GUARD RAIL BY
OPENING
TYPICAL
BUIDLER BEYOND
LEDGER PER to
PLAN NEW BEAM - (5) Y4 x6" SDS (5) Y4 to X6" SDS WOOD
SCREWS SCREWS
5/4 P.T. DECKING w/2-10d FRAME
RING SHANK NAILS AT EACH
INTERSECTION OF EXISTING DETAILS
2)2xl 2 BEAM TOP
z .1 z .1 Z .1 Z Y z Z 7
FLOOR SYSTEM
T EXISTING POST DO NOT S
THESE DRAWINGS.IF A DIMENSI10N 15
TO REMAIN 'UNCLEAR REFER TO 11-11E
ARCHITECTURAL DRAWINGS OR
NEW BEAM
HUC26
EXISTING POST
PLAN NAME
DECK JOISTS HANGER TO REMAIN jV
PER PLAN (GALV) EXISTING FLOOR MARCH RESIDENCE
SYSTEM DESIGN/DRAWN/CHECKED
EXISTING POST CS / WAC/LAP
TO R 1V EXISTING MASONRY BEAM TO POST DATE
EMAIN
WALL, CONTRACTOR CONNECTION 09.29.16
TO VERIFY. SCALE
4
V AS NOTED
LPA No.
HORN-16-00807
CONTROL No.
,/�7 NEW DECK FRAMING SECTION
-� SCALE: 3/4" = V-0" 449
-o SHEET
OFFICE COPY S200
SHEET 4 OF
4