631 Beach Ave RESA18-0033 dwgs 2DESIGN SPECIFICATIONS GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
DESIGN CODE:
TRIBUTARY
AREA (sf)
INTERIOR
EDGE STRIP (PSF):
ZONE (PSF)
2017 FLORIDA BUILDING CODE - RESIDENTIAL
10
+30.2 -32.9
+30.2 -40.5
DESIGN IS VOID ONE YEAR
AFTER THE DATE OF
THE ORIGINAL
PLANS,
+25.7 -28.2
UNLESS PLANS HAVE BEEN
REVIEWED FOR CODE
COMPLIANCE.
DESIGN LOADS: ACTUAL AND
UNIFORM
Z
m
�
ROOF
FLOOR
ROOF LOADING
(cd=1.25)
(cd=1.00)
TOP CHORD LIVE LOAD
20 psf
40
psf
TOP RD DEAD LOAD
7 f ARCH SHINGLES
10
sf
COMPONENTS & CLADDING
ALLOWABLE DESIGN PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
EDGE STRIP (PSF):
ZONE (PSF)
'a' = 4'-6"
10
+30.2 -32.9
+30.2 -40.5
50
+27.1 -29.6
+27.1 -34.2
100
+25.7 -28.2
+25.7 -31.2
FLOOR SHEATHING SPECIFICATIONS
23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD
ROOF SHEATHING SPECIFICATIONS:
SHINGLE- MIN. 7/18 ", 24/16, 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.
WITHIN 4'-0" OF ROOF EDGE).
WALL SHEATHING SPECIFICATIONS:
FLEXIBLE FINISH -MIN. 7/j,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE
INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
P
1-1 (
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 P
BOTTOM CHORD LIVE LOAD 10 psf 0 psf THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE STUDS PERPENDICULAR TO THE WALL
BOTTOM CHORD DEAD LOAD 5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERN41TTED BY
THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION MASONRY SPECIFICATIONS:
DEFLECTION CRITERIA: SHALL BE PERMITTED MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC153 0.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF /8 PLACED AT AN 8 TO 11"
SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 COMPONENT &CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.
WIND LOADING: CONCRETE MASONRY UNITS (CMU):
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A 0 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
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF CELLS CONTAINING VERTICAL REINFORCEMENT IN 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".
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS 0 PLUS = PRESSURE AND MINUS = SUCTION.
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR MASONRY STEMWALLS: ALL CONCRETE 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 0 DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE 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 4
BY 0.75. WHEN COMBINED w/ DEAD LOAD. RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET 8 BAR
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT
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
IMPORTANCE FACTOR ----------------- --- 1.00 HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL
MEAN ROOF HEIGHT ----------------------- EXISTING 1a Ik ek a zk BE A MINIMUM OF 6".
ROOF PITCH - - - - - - - - - - - - - - - - - - - - - - - - - - - - VARIES � ---14-24-CLAY MASONRY (BRICK):
a
BUILDING CATEGORY ----------------------- BRICK SHALL BE IN ACCORDANCE WITH AS 'M C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY.
EXPOSURE CATEGORY - - - - - - - - - - - - - - - - - - - - - - D
CONCRETE SPECIFICATIONS:
ENCLOSURE CLASSIFICATION -----------------ENCLOSED DENOTES EDGE STRIP. ALL CONCRETE H«AS 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 -------------- f .18 ;"" SEE C & C CHART AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
ABOVE FOR 'a' DIMENSION GENERAL NOTES:
MATERIAL SPECIFICATIONS FOOTING AND FOUNDATIONS:
-- FOOTINGS AND FOUNDATIONS SHALL 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
7r 7r 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
a ORGANIC MATERIAL AND COHE DIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
HARDWARE AND ANCHORS: o
ANCHOR BOLTS &THREADED ROD: SHALL BE IN ACCORDANCE WITH
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND
ASTM A 307 OR ASTM F 1554 GRADE 36. [NOT ACTUAL PLAN] 7r a 2r 'a'r 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
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED 1N SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE 3
EXTERIOR SHALL BE GALVANIZED. #
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR SCOPE OF SERVICE @ 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
ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4"
LARGER THAN REBAR SIX AND 1/8" LARGER THAN THREADED ROD SIZE. MEANS AND METHODS: WOOD FRAMING SPECIFICATIONS:
(U.0.N.) THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE 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
ANCHORING ADHESIVE. SHALL BE ONE OF THE FOLLOWING PRODUCTS FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR 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
(DUAL CARTRIDGE INSTALLATION ONLY). SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL.
EPDXY: ITW RED HEAD A7 OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT PRE-ENGINEERED WOOD TRUSSES:
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. DOCUMENTS. SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. INSTALLED AT ALL TRUSSES AS 1";- ICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFII.._ES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL
LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER TRUSSES SHALL HAVE TEMPORARY BRACING PER COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, 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.
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND
HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED ROOF COVERING SPECIFICATIONS:
PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT 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
SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY MANUFACTURER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. 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 MATERIALS.
WATERPROOFING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
PRE-ENGINEERED MISCELLANEOUS STRUCTURES:
ANY EYEBROW, CANOPY, ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRACTOR
SHALL SUBMIT SHOP DRAWINGS OF MISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONNECTION POINTS, REACTIONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF
MISCELLANEOUS STRUCTURE AND PRIOR TO CONSTRUCTION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WITH ANY OTHER PRE-ENGINEERED COMPONENT SUCH AS ROOF FLOOR
AND ROOF TRUSS ENGINEERING.
SIMPSON CONNECTORS WOOD FASTENING SCHEDULE PLAN LEGEND AND ABBREVIATIONS
UPLIFT MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL
CONNECTOR SYP SPF FASTENERS FL# CODE TYPE ® BUILT-UP POST IN THE WALL
TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG.
A35 450 450 12-8dx11/2 10446.4 GABLE X -BRACE
H2.5T 600 520 5-8d EA. END 11478.3 TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS H6-1 /2
HEADER SIZE, JACK AND KING STUD
DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS --- DESIGNATES SHEARWALL. THE QUANTITY.
H8 620 530 5-10dx11/2" EA. END 11470.3 __.,_ HIDDEN LINE DESIGNATES SIDE OF
RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6"SW WALL THE SHEARWALL SHEATHING
MTS12 1000 860 7-10dx11/2" EA. END 10456.3 TO BE APPLIED. 8d 0 3/6
NG:
NAILING:
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS DESIGNATES 8d COMMONS @ 3"
HTS20 1450 1245 24-10dx1 /2 EA. END 13872.3 8d@3' 6 O.C. EDGE & 6" O.C. "IN THE
MSTA24 1765 1270 9-10d EA. END 13872.4 CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS FIELD"
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16cl) 8 -GUN NAILS
MSTA36 2050 1870 13-1Od EA. END 13872.8 ADJ - ADJACENT LG - Long
18-16d TO TRUSS/BEAM JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS BM - BEAM MANUF - Manufacture
HTT4 3480 3080 11496.2 RAFTER TO PLATE TOE NAIL 3-8d 3 -GUN NAILS BOT - BOTTOM MONO - Monolithic
1-5/B"� ROD TO FTG. ( ) BRG - BEARING OC - On Center
32-16d TO TRUSS/BEAM JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board
HTT5 5250 4670 5 11496.2 DBL - DOUBLE PERP - Perpendicular
1- /8 b ROD TO FTG. ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS DIA - DIAMETER PRE ENG - Pre Engineered
6-10d TO HEADER CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. @ EDGE EA - EACH PSF - Pounds per Square Foot
4-10d TO JOIST
LUS28 930 780 10655.113 EE - EACH END PSI - Pounds PSquare er Inch
CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS EOR - ENGINEER OF RECORD PT - PRESSURE TREATED 6e;
14-16d `ars
14-16d TO HEADER STUD TO SOLE PLATE TOE NAIL 3-16d 4 -GUN NAILS EQ - EQUAL QT - Quick Tie
HU410 905 785 10531.36 ( )
EXT - EXTERIOR REINF - Reinforce
6-16d TO JOIST SOLE PLATE TO JOIST BLOCKING FACE NAIL " FBC - FLORIDA BUILDING CODE SF - Square Foot
5 / (16d @ 16) GUN NAIL @ 8 FDN - FOUNDATION SPF Spruce Pine Fur v
ABU44 2200 /8 � ROD w/ 12-16d 10849.6 -Spruce �
ABU66 2300 5/8"0 ROD w 12-16d 10849.6 FT - FOOT SYP - Southern Yellow Pine
/ NAIL SPECIFICATIONS FTG - FOOTING THRU - Through
SET N/A N/A SIMPSON EPDXY-TIE 11506.4 3"x0.131"O = GUN NAILS 2"xO.113"O = RINK SHANK HDR - HEADER TYP - Typical
"HORIZ - HORIZONTAL UON - Unless Otherwise Noted
2"x0 113"�3 = 6d 21/2x0.131 "4� = 8d °^
10-16d TO STUD/BEAM/POST LBS - POUNDS VERT - Vertical roe's„
LTT20B 1675 1675 11496.3 3"x0 148"O = 10d 3/2%0.162"0 = 16d WWF - Welded Wire Fabric
1-1/,"0 ROD TO FTG. 11/2 "x0.148"O = 10dx11/2 " 11/2 "x0.131 "O = 8dx11/2 "
LSTA12 805 695 10-10d 13872.5
CS16 1705 1705 13-8d 10852.1
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
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DESIGN
CRITERIA
AND
GENERAL
NOTES
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
RESIDENCE
DESIGN/DRAWN/CHECKED
JMD MJK /LAP
DATE
12/04/18
SCALE
AS NOTED
LPA No.
CONTROL No.
SHEET
S0.0
SHEET 1 OF 5
FIRST LEVEL WALL FRAMING PLAN
SCALE: 1/4" = 1'-0"
HU210-2 OR HUC210-2
HANGER FASTEN TO
SOLID WOOD
HU210-2 OR HUC210-2
HANGER FASTEN TO
SOLID WOOD
C9
STRAP BEAM TO POST
PER 3/S2.0
LIJS210-2 HANGER
6x6 P.T. SYP#2 POST
S!7 --E DETAIL 1 /S2.0.
(TYPICAL)
FySTEN BEAM TO POST
PIER 7/S2.0
EN BEAM TO POST
7/S2.0
US210-2 HANGER
I
STRAP BEAM TO POST
PER 3/S2.0
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING, NEW
ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER
IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD
CONDITIONS. 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. THE DESIGN ADEQUACY AND SAFETY
OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
2x6 SYP#2 LEDGER. FASTEN
w/ (5)1 Ud (9 'lb U. U.
DECK AND LOW ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
-E:
WATERPROOFING IS THE SOLE
RESPONSIBILITY OF THE BUILDER
SLOPE DECK '/4" PER 1'-0"
ALL WOOD MEMBERS LESS THAN 18"
ABOVE GRADE SHALL BE P.T. MATERIAL
ALL EXPOSED METAL CONNECTORS
SHALL BE S.S. OR H.D.G.
SYP#2 LEDGER. FASTEN W/ (5)10d &
"Ox5" LAG SCREWS @ 16" O.C.
3LE FULL DEPTH
OARD
SYP#2 DECK
FS @ 16" 0. C.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
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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.
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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
RESIDENCE
DESIGN/DRAWN/CHECKED
JMD / MJK LAP
DATE
12/04/18
SCALE
AS NOTED
LPA No.
CONTROL No.
SHEET
SM
SHEET 3 OF 5
FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
;T SEE
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NSW
ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER
IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD
CONDITIONS. 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. THE DESIGN ADEQUACY AND SAFETY
OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
NOTE:
1. WATERPROOFING IS THE SOLE
RESPONSIBILITY OF THE BUILDER
2. SLOPE DECK 1/4" PER 1'-0"
3. ALL WOOD MEMBERS LESS THAN 18"
2x12 SYP#2 LEDGER. FASTEN
OFF -GRADE FRAMING PLAN
SCALE: 1/4" = 1'-0"
TITEN HD Q 16" O.C.
210-2 HANGER
SYP#2 DECK JOISTS
3" 0. C. (TYP)
12-3 HANGER
210-2 HANGER
SYP#2 DECK JOISTS
i" 0. C. (TYP)
J BEAM TO POST
/S2.0 (TYP)
210-2 HANGER
2-3 HANGER
SYP#2 DECK JOISTS
0. C. (TYP)
210-2 HANGER
420 Osceola Avenue
)ax. Beach, Florida 32250
Ph. 242-0908 Fax, 241-9557
FL: CA # 8344 SC: CA# 3579
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MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY I
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.
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FOUNDATION
& OFF -GRADE
FRAMING
PLAN
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R. 1
r ---PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
JMD / MJK /LAP
DATE
12/04/18
SCALE
AS NOTED
LPA No.
CONTROL No.
SHEET
1S.0
SHEET 2 OF rj
SECOND LEVEL WALL FRAMING PLAN
SCALE: 1/4" = 1'-0"
x6 P.T. SYP#2
OST STRAP TO
ELOW w/ 4—CS16
TRAP BEAM TO POST
ER 3/S2.0 (TYP)
C
1
i
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW
ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER
IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR
DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD
CONDITIONS. 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. THE DESIGN ADEQUACY AND SAFETY
OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
12 SYP#2 ROOF
,FTERS @ 24" O.C.
4 SYP#2 OUTLOOKERS @ 24" O.C.
)2x4 SPF#2 KING POST. STRAP
P AND BOTTOM w/ (2)HTS16
�E
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
'
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No. 3
S TA 0, �g
F S ..001
F
Luis A. Pontigo, PE
FL PE#53311
K—iREVISIDNS DATE
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.
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SECOND
LEVEL WALL
FRAMING a
ROOF
FRAMING
PLAN
DO NOT SCALE DIMENSIONS FROM
L
DRAWINGS. IF A DIMENSION IS
NCLEAR REFER TO THE
ITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
r--7PLAN NAME
RESIDENCE
DESIGN/DRAWN/CHECKED
JMD MJK LAP
DATE
12/04/18
SCALE
AS NOTED
LPA No.
CONTROL No.
SHEET
S12
SHEET 4 OF rj
SHEATHING
SPECS
PONY WALL OVER
BEAM PER 4/S2.0
BEAM PER PLAN
FASTEN BEAM TO
POST PER 3/S2.0
WRAP PORTION OF POST
EMBEDDED BELOW GRADE W/
SELF—ADHESIVE RUBBERIZED
ASPHALTIC WATERPROOFING
POST PER MEMBRANE
PLAN
7=77 7-- a
1—#4x16" REBAR,
EA. WAY, DRILLED
20"Ox2'-0" DEEPI=1I o THROUGH POST
CONCRETE "DONUT"
FOUNDATION
STABILIZED SUBGRADE, r
NON—PLASTIC, INORGANIC,
GRANULAR SOIL COMPACTED TO A
DENSITY OF AT LEAST 95% MOF
THE PROCTOR MAXIMUM DRY
POST SPLICE @ TOP OF BEAM
FASTEN POST FROM ABOVE TO
BELOW w/ 2—CS16 @ 2—FACES
OF POST
POST SPLICE @ TOP OF BEAM
FASTEN POST FROM ABOVE TO
BELOW w/ 2—CS16 EA. END
6x6 SYP#2 P.T. POST
SHEATHING PER SPECS OR DECKING
BY BUILDER w/ 5/4" DECKING w/
(2)#8x3" DECK SCREWS AT EA. JOIST
'ULL DEPTH RIMBOARD
"ASTEN BEAM TO POST w/
3)5/8" S.S. THRU BOLTS
BREAK—AWAY POST
FOUNDATION PER
//'_2/S2.0
TWO STORY
1 SCHEMATIC SECTION
SCALE: 3/4" = 1'-0"
DENSITY (ASTM D 1537)
BREAKAWAY EMBEDDED POST DETAIL
SCALE: 3/4" = 1'-0"
EE 5/S2.0
EAM PER PLAN
STEN BEAM TO
ST PER 3/S2.0
<6 SYP#2 P.T.
JLL HEIGHT POST
SINGLE STORY
ROOF RA.
PER F
2x6 SYP#2 NAILER
FASTENED TO TOP
PLATE w/ 10d
MSTA24
STRAP
w
PARALLEL TRUSS
CONDITION
pn<T
OW
I TS- ", 6
TRAP
2x6 SYP#2 1
tj BLOCKING BETWEEN _/
EA TRUSS. FASTEN
TO TOP PLATE w/ j BEAM AND POST
PERPENDICULAR 10d @ 3" O.C. I PER PLAN.
TRUSS CONDITION FASTEN BEAM TO
POST BASE: POST PER
4x4 POST: ABU44 DETAILS TO LEFT
MSTA24 6x6 POST: ABU66 (TYP)
STRAP 8x8 POST: ABU88
PORCH.
SLAB
H TS16 a
STRAP 5/8"0 ROD
EPDXIED 6" MIN
PLAN VIEW OF PORCH PLAN VIEW OF PORCH ELEVATION OF PORCH
BEAM AT CORNER POST BEAM AT CENTER POST BEAM AT POST
NOTES:
1. SEE TABLE 8/SO.0 FOR PORCH CEILING SHEATHING SPECIFICATIONS
2. FASTEN TRUSS TO BEAM PER DETAIL 1/S2.1 (DISREGARD FULL HEIGHT ANCHOR
ON DETAIL)
3. WATER PROOFING AT LOWER PORTION OF BOX COLUMN BY BUILDER IF PT
MATARIAL IS NOT USED
TYPICAL PORCH FRAMING
SCALE: 3/4" = 1'-0"
FASTEN RAFTER TO
BEAM /LEDGER
w/(5)10d TOENAILS.
ROOF SHEATHING,
SEE SO.0.
UPLIFT CONNECTOR AND
(2)12d TOENAILS EACH
SIDE OF RAFTER.
SHEATHING PER SPECS OR DECKING
BY BUILDER w/ 5/4" DECKING w/
(2)#8x3" DECK SCREWS AT EA. JOIST
FULL DEPTH RIMBOARD
TO POST w/
RU BOLTS
AWA" POST
TION PER
u
ROOF RAFTER
PER PLAN
VAULTED CONVENTIONAL ROOF
SCALE: 3/4"=1'-0"
HUC212-2
HANGER
(2)2x12 P.T. SYP#2 6EAM
FULL HEIGHT
6x6 SYP#2
P.T. POST
A35 ANGLE
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X
N
r0
BEAM -TO -POST CONNECTION
JUALL: .5/4 = I —U
FASTEN RAFTER TO
BEAM/LEDGER
w/(5)10d TOENAILS.
ROOF SHEATHING,
SEE SO.0.
X/z
UPLIFT CONNECTOR AND
lIFr—(2)12d
TOENAILS EACH
SIDE OF RAFTER,
(3)5/,,"0 STAINLESS
STEEL THRU BOLTS
2x4 SYP
OUTLOOKER
24" 0. C.
ROOF
SHEATHING
H3 AT 4-12d TOE
EACH NAILS (2 EA
OUTLOOKER SIDE)
2x4 BLOCKING
BETWEEN OUTLOOKERS
zz/
ROOF JOIST,/
SEE PLAN
4-12d TOE
NAILS (2 EA
SIDE)
FACI A, SEE
ARCH
H3 0--/
RAKED 2x4 @ 16"
32" O.C. O.C. PONY WALL
MSTA24 @
32" O.C.
HEADER PER PLAN
i
BALLOON FRAMED WALL OVER BEAM
SHE THING PER SPECS OR DECKING
BY BUILDER w/ 5/4" DECKING w/
(2)#8x3" DECK SCREWS AT EA. JOIST
SLOPE =1/4" PER 1'-0"
CHANGER PER PLAN
PLEDGER PER PLAN
TYPICAL DECK SECTION
SCALE: 3/4" = 1'-0"
HUC212-2
(3)5/,,"0 STAINLESS
STEEL THRU BOLTS
FULL DEPTH
RIMBOARD PER PLAN
H2.5T
BEAM PER PLAN
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax. 241-9557
FL: CA # 8344 SC: CA# 3579
No. 5 C
STATE
Luis A. Pigo, PE
FL PE#53311
REVISIONS DATE
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.
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FRAMING
DETAILS
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
RESIDENCE
DESIGN/DRAWN/CHECKED
JMD MJK /LAP
DATE
12/04/18
SCALE
AS NOTED
LPA No.
CONTROL No.
SHEET
S2.0
SHEET rj OFrj