886 Ocean Blvd RES19-0279 3rd submittal 10 of 16 structural dwgs_1ABBREVIATIONS
CODE
MINIMUM DESIGN CRITERIA
DRAWING INDEX:
S1 --STRUCTURAL NOTES
AND SPECIFICATIONS
S2 ---FOUNDATION/WALL PLAN
S2.1--FLOOR PLAN
S2.2-ROOF PLAN
S3.1, S3.2, S4.1, S4.2--DETAILS
FLORIDA BUILDING CODE 6TH EDITION (2017) RESIDENTIAL
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
aloha
engineering
S-1
STRUCTURAL NOTES
AND SPECIFICATIONS
WIND LOADS:
WIND SPEED: 130
WIND EXPOSURE: C
NOT LOCATED IN THE COASTAL WIND-BORNE DEBRIS
REGION. WINDOW PROTECTION FOR FLYING DEBRIS IS
NOT REQUIRED BY CODE.
BUILDING CATEGORY: II
INT. PRESSURE COEF: .18/ENCLOSED
BUILDING MEAN ROOF HEIGHT: 30 FT
ALLOWABLE-VASD DESIGN VALUES
COMPONENT AND CLADDING WALL OPENING PRESSURES
INTERIOR EDGE
OPENING SIZE (FT^2) PRESSURE (PSF) PRESSURE (PSF)
0-10 +26,-28 +26,-43
20 +25,-27 +25,-40
50 +23,-26 +23,-37
100 +21,-25 +21,-33
END ZONE PRESSURES ARE WITHIN 5' OF ALL EXTERIOR
CORNERS.
GARAGE DOOR OPENING TO MEET: +21, -33 PSF ALLOWABLE
Vasd DESIGN PRESSURES.
GRAVITY LOADS:
ROOF FLOOR
TOP CHORD LIVE: 20 PSF 40 PSF
TOP CHORD DEAD: 7 PSF 10 PSF
BOTTOM CHORD LIVE: 10 PSF 0 PSF
BOTTOM CHORD DEAD: 5 PSF 5 PSF
DECKS : 40 PSF
DEAD LOADS ARE SUPERIMPOSED.
GENERAL NOTES
CONTRACTOR SHALL COORDINATE THESE STRUCTURAL DRAWINGS WITH DRAWINGS OF OTHER
DISCIPLINES. CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THE JOB. VERIFICATION OF
EXISTING DIMENSIONS SHALL BE DONE PRIOR TO THE CONSTRUCTION OF ANY PREFABRICATED
COMPONENTS. CONTRACTOR SHALL COORDINATE AND VERIFY THE SIZE LOCATION, TYPE, AND
DIRECTION OF ALL DEPRESSIONS, PADS, BOLTS, SLEEVES, ANCHORS, INSERTS, OPENINGS,
ETC. TO BE SET OR CAST IN CONCRETE OR MASONRY PRIOR TO PLACEMENT.
THESE PLANS ARE A STRUCTURAL REVIEW AND VALUE RECOMMENDATION ONLY. ALOHA
ENGINEERING ASSUMES NO LIABILITY FOR CONTRACTOR/BUILDER WORK AND INSPECTION OF
SUCH WORK DURING AND AFTER CONSTRUCTION OF ANY STRUCTURE CREATED FROM THESE
PLANS. CONTRACTORS ARE RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION
AND SHALL DO THEIR WORK IN CONFORMANCE WITH ALL APPLICABLE CODES AND REGULATIONS.
CONTRACTOR SHALL DESIGN AND INSTALL ALL TEMPORARY SHORING REQUIRED TO STABILIZE
NEW AND EXISTING STRUCTURES AND FOUNDATIONS UNTIL CONSTRUCTION IS COMPLETE.
PLANS VOID TWELVE MONTHS AFTER DATE OF SEAL FOR UPDATING TO CURRENT CODES AND
PRACTICES APPLICABLE AT THAT TIME.
FOUNDATION HAS BEEN DESIGNED FOR A NON-EXPANSIVE MINIMUM SOIL BEARING CAPACITY OF
2000 PSF. OWNER/CONTRACTOR ASSUME ALL RESPONSIBILITY AND ASSOCIATED RISKS
REGARDING OBTAINING A SOIL INVESTIGATION. OWNER/CONTRACTOR SHALL OBTAIN A SOIL
BEARING CAPACITY AND SUITABILITY OF SUBSURFACE CONDITIONS REPORT FROM A
REGISTERED GEOTECHNICAL ENGINEER. ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL
COMPACTION SPECIFIED IN THE SOILS REPORT SHALL BE FOLLOWED.
FOOTINGS AND SLAB SHALL BEAR UPON UNDISTURBED SOIL OR FILL COMPACTED TO A DENSITY
AT LEAST 95% OF MODIFIED PROCTOR MAX. DRY DENSITY (ASTM-D 1557). FILL
SHALL BE TREATED WITH TERMITE POISON BEFORE SLAB IS PLACED OR OTHER MEANS OF
PROTECTING STRUCTURE FROM WDO'S MUST BE INSTALLED AT A LATER DATE.
FOUNDATION:
CONCRETE
ALL MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530/ASCE 5/TMS 402 MASONRY
BUILDING CODE.
CONCRETE MASONRY UNITS SHALL BE ASTM C90-75 HOLLOW LOAD BEARING CONCRETE MASONRY
UNITS, TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MIN. COMPRESSION STRENGTH OF 200O PSI
F'm=1500 PSI.
MORTAR SHALL CONFORM TO ASTM C270 TYPE S
GROUT WHEN SPECIFIED, SHALL CONFROM TO ASTM C 476 WITH MIN. 28 DAY COMPRESSIVE
STRENGTH OF 300O PSI GROUT SHALL HAVE MAX. 3/8" SIZE AGGREGATE, PROVIDE A SLUMP
BETWEEN 8"AND 11".
HOLLOW CONCRETE MASONRY UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORIZ.
AND VERTICAL FACE CELLS AND WEBS.
HORIZONTAL JOINT REINF. AT 16" O.C. IN ALL CMU WALLS. MIN. VERTICAL REINF. OF #4 AT
48" O.C., FILL ALL REINF. CELLS WITH GROUT.
BRICK VENEER SHALL BE INSTALLED WITH MIN 1" AIRSPACE AND MIN. 9 GA. WIRE TIES OR 22 U.S.
GA. BY 7/8" CORRUGATED STEEL AT 16" O.C. WEEPHOLES SHALL BE LOCATED ABOVE FLASHING
AT 32" O.C.
MASONRY
SHEATHING
CODE
WALL SHEATHING:
EXPOSURE 1 APA RATED, SHEATHING OR STRUCTURAL 1, PLYWOOD OR ORIENTED STRAND BOARD
(OSB). SPAN RATING NOT LESS THAN 24/16, THICKNESS NOT LESS THAN 7/16" U.N.O. OR
OTHERWISE REQUIRED BY VENEER MANUFACTURERS REQUIREMENTS. ATTACH WITH MIN. 8d NAILS
AT 6" O.C. EDGES AND 12" O.C. FIELD. BLOCK ALL PANEL EDGES.
ROOF SHEATHING:
EXPOSURE 1 APA RATED, SHEATHING OR STRUCTURAL 1, PLYWOOD OR ORIENTED STRAND BOARD
(OSB). SPAN RATING NOT LESS THAN 24/16, THICKNESS NOT LESS THAN 7/16" U.N.O. OR
OTHERWISE REQUIRED BY ROOF COVERING MANUFACTURERS REQUIREMENTS.
ATTACH WITH MIN. RSRS-01 .113"x2 3/8 RING SHANK NAILS AT 6" O.C. EDGES AND 6" O.C. FIELD.
SINGLE CLIP ALL PANEL EDGES. PANELS SHALL BE INSTALLED CONTINUOUS OVER TWO OR
MORE SPANS WITH STAGGERED END JOINTS. WHERE SINGLE SPANS ARE REQUIRED BLOCK
PANELS AT 12" O.C.
FLOOR SHEATHING:
EXPOSURE 1 APA RATED TONGUE AND GROOVE, SHEATHING OR STRUCTURAL, 1 PLYWOOD OR
ORIENTED STRAND BOARD (OSB). SPAN RATING NOT LESS THAN 48/24, THICKNESS NOT LESS
THAN 23/32" U.N.O. OR OTHERWISE REQUIRED BY FLOOR COVERING MANUFACTURERS
REQUIREMENTS. PANELS MAY BE GLUED TO AVOID SQUEEKS AND ADD STRENGTH BUT OTHERWISE
GLUE IS NOT REQUIRED. ATTACH WITH MIN. 10d NAILS AT 6" O.C. EDGES AND 6" O.C. FIELD.
FASTENERS
WOOD
MINIMUM COMPRESSIVE DESIGN STRENGTH OF CONCRETE USED FOR FOUNDATION AND SLABS
SHALL BE 2500 PSI @ 28 DAYS. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40
LONGITUDINAL REINFORCEMENT IN WALLS AND FOOTINGS SHALL BE CONTINUOUS AT CORNERS
AND INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED. MINIMUM LAP OF REINFORCING
SHALL BE 40 BAR DIAMETERS, BUT NOT LESS THAN 20". MINIMUM BAR SPACING 1 1/2" O.C..
ALL CONCRETE SLABS ON GRADE SHALL BE 4" MIN. THICKNESS OVER MIN. 6 MIL. POLYTHYLENE
VAPOR BARRIER. SUCH SLABS SHALL BE REINFORCED WITH FIBER-MESH REINFORCEMENT WITH
A MIN. 2" FIBER LENGTH AT (1) LB/YD COMPLYING WITH ASTM-C 116. IN LIEU OR IN
CONJUNCTION WITH FIBER-MESH REINFORCEMENT 6x6 W1.4x1.4 WWM LAPPED 8" AT EDGES AND
ENDS CONFORMANCE WITH ASTM-A 185 SET CENTERED IN SLAB.
SLUMP SHALL BE BETWEEN 4" TO 5", NO WATER WALL BE ADDED AT SITE. TROWEL FINISH
EXPOSED SLABS OR SLABS TO RECEIVE FLOOR FINISH. NON-SLIP BROOM FINISH FOR EXTERIOR
WALKS, RAMPS AND STAIRS. OPTIONAL CRACK CONTROL BY 1" DEEP SAW CUT CONTROL JOINTS
ORIGINATING AT CORNERS AND APPROX. 12'x12' GRID THROUGHOUT SLAB WITHIN 12 HRS OF
SETTING CONCRETE. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315 DETAILING
MANUAL. MIN. CONCRETE COVER FOR REINFORCEMENT SHALL BE:
x CONCRETE CAST AGAINST EARTH 3"
x FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 1 1/2"
x INTERIOR SLABS, WALL 3/4"
ALL LUMBER SHALL BE DRESSED, #2 S.P., DRY MAX 19% MOISTURE CONTENT U.N.O.
ALL WOOD AND WOOD BASED MEMBERS EXPOSED TO WEATHER, IN DIRECT GROUND CONTACT,
OR IN DIRECT CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE PRESERVATIVE
TREATED TO RESIST DECAY TO A LEVEL RATED FOR THE SPECIFIC APPLICATION.
BORATE TREATED WOOD SHALL ONLY BE USED FOR ABOVE GROUND CONTACT WITH CONCRETE
OR MASONRY APPLICATIONS. SUCH AS TOP OF SLAB PLATES AND LEDGERS.
REGULAR INSPECTION AND MAINTENANCE OF WOOD, WOOD-BASED AND METAL PRODUCTS USED
IN OUTDOOR OR OTHER CORROSIVE ENVIRONMENTS OR APPLICATIONS IS NECESSARY FOR
CONTINUED, LONG TERM PERFORMANCE.
ALL WEATHER PROOFING DESIGN, FLASHING ETC. IS BY OTHERS. NOISE CONTROL IS BY OTHERS.
LAMINATED VENEER LUMBER (LVL) SHALL HAVE A EXTREME FIBER STRESS IN BENDING OF 2950
PSI MIN. AND 1.9x10^6 PSI MODULUS OF ELASTICITY MIN. U.N.O.
ATTACH 2-PLY LVL WITH (3) ROWS OF .131"x3" GUN NAILS 12" O.C. EACH FACE. U.N.O.
ATTACH 3 AND 4-PLY LVL WITH (2) ROWS OF 1/2" DIA. BOLTS 12" O.C. U.N.O.
FASTEN BUILT-UP BEAMS OF 2" NOMINAL DIMENSIONAL LUMBER ON EDGE WITH MIN. (2) ROWS
OF .131"x3" GUN NAILS 6" O.C. ONE ROW NEAR TOP EDGE AND ONE NEAR BOTTOM.
CONTRACTOR DECK AND STAIR HANDRAIL\STRINGER DESIGN AND ATTACHMENT TO BE
SUBMITTED FOR APPROVAL AND/OR CHANGES BEFORE CONSTRUCTION.
ATTACH STUD COLUMNS SPECIFIED ON PLAN: 2-PLY 2" NOM WOOD STUD CLUSTERS WITH .131"x3"
GUN NAILS 6" O.C. EACH FACE. ATTACH ADDITIONAL PLIES WITH 1/2" THRU BOLTS OR QUICK TIE
6" TRUSSLOK SCREWS AT 6" O.C. UP TO 4-PLIES. UNLESS NOTED OTHERWISE ON PLANS MIN.
FASTENING OF ROUGH CARPENTRY SHALL BE PER CODE R602.2.
EPOXY ANCHORS SHALL BE INSTALLED WITH SIMPSON STRONG-TIE CO. HIGH STRENGTH
ACRYLIC ADHESIVE (AT-XP). ALL ANCHORS SHALL HAVE A MIN. 3" EDGE OF CONCRETE TO
CENTER OF ANCHOR EDGE DISTANCE WITH MIN. 7 1/2" EMBED U.N.O. QUICKTIE PRODUCTS SHALL
BE INSTALLED WITH QE-1 QUICK SET ANCHOR EPOXY, 4" EMBED U.N.O. INSTALL ALL ANCHORS
PER MANUFACTURERS WRITTEN INSTALLATION PROCEDURES.
DO NOT INSTALL ANCHORS RODS IN DIRECT CONTACT WITH TREATED LUMBER. AN EPOXY
FILLED GAP OF 1/8" OR GREATER SHALL BE MAINTAINED AT INTERFACE. USE COMMON WIRE
NAILS OF STANDARD LENGTH PER NDS 2005. U.N.O. INSTALL FASTENERS WITHOUT SPLITTING
WOOD.
METAL FRAMING ANCHORS:
PROVIDE FRAMING ANCHORS OF TYPE AND SIZE INDICATED ON DRAWINGS MANUFACTURED BY
SIMPSON STRONG-TIE CO. INC. U.N.O. FASTEN ACCORDING TO MANUFACTURERS WRITTEN
SPECIFICATIONS. EXPOSED METAL FRAMING CONNECTORS OR IN CONTACT WITH CORROSIVE
MATERIALS SUCH AS PRESSURE TREATED LUMBER SHALL BE 'Z-MAX' COATED, HOT-DIPPED
GALVANIZED, STAINLESS STEEL OR OTHERWISE RATED BY THE MANUFACTURER FOR
COMPATIBILITY WITH THE APPLICATION. AMMONIA PRESERVATIVE BASED TREATMENT (ACZA ETC.)
REQUIRE STAINLESS STEEL FASTENERS AND CONNECTIONS.
STAINLESS STEEL AND ZINC-PLATED FASTENERS MAY NOT BE COMBINED. USE ONLY STAINLESS
STEEL FASTENERS WITH STAINLESS STEEL CONNECTORS USE ONLY ZINC-PLATED FASTENERS
WITH ZINC-PLATED CONNECTORS.
ARCH.-ARCHITECT
B.O.F.-BOTTOM OF FOOTING
CONT.-CONTINUOUS
DIA.-DIAMETER
E.W.-EACH WAY
F.F.E.-FINISHED FLOOR
ELEVATION
L.W.-LONG WAY
T.O.S.-TOP OF STEEL
TYP.-TYPICAL
U.N.O.-UNLESS NOTED
OTHERWISE
W-WITH
WDO-WOOD DESTROYING
ORGANISM
W/O-WITH OUT
W.W.F.-WELDED WIRE FABRIC
SIMP.-SIMPSON STRONG TIE
S.W.-SHORT WAY
T.O.C.-TOP OF CURB
T.O.G.-TOP OF GRADE
MIN.-MINIMUM
O.C.-ON CENTER
P.T.-PRESSURE TREATED
SIM.-SIMILAR
S.P.-SOUTHERN PINE
S.P.F-SPRUCE PINE FIR
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
aloha
engineering
S-1a
STRUCTURAL NOTES
AND SPECIFICATIONS
REFERENCE STANDARDS: Conform to:
1) FBC Chapter 22 "Steel"
2) ANSI/AISC 303-10- "Code of Standard Practice for Steel Buildings and Bridges"
3) AISC-"Manual of Steel Construction", Fourteenth Edition (2010)
4) ANSI/AISC 360-10-"Specification for Structural Steel Buildings"
5) AWS D1.1:2010-"Structural Welding Code-Steel"
Make copies of the following documents "Available upon Request" to the EOR or Owner's Inspection Agency in electronic or printed form prior to
fabrication per AISC 360 Section N3.2 requirements:
(1) Fabricator's written Quality Control Manual that includes, as a minimum:
a) Material Control Procedures b)Inspection procedures c)Non-conformance procedures.
(2) Steel and Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications.
(3) Fastener manufacturer's Certification documenting conformance with the specification.
(4) Filler metal manufacturer's product data for SMAW, FCAW, and GMAW indicating: Product specification compliance, Recommended welding
parameters, Recommended storage and exposure requirements including baking, Limitations of use.
(5) Weld Procedure Specifications (WPS's) for shop and field welding.
(6) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases 9welding consumables).
(7) Procedure Qualification Records (PQR's) for WPS's that are not pre-qualified in accordance with AWS.
(8) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS standards and WABO standards as
applicable for Florida State projects.
MATERIALS:
Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not limited to:
Wide Flange (W), Tee (WT) Shapes..................ASTM A992, Fy=50 ksi
Channel (C) & Angle (L) Shapes.......................ASTM A36, Fy= 36 ksi
Structural Plate (PL).......................................ASTM A36, Fy=36 ksi
Hollow Structural Section-Square/Rect (HSS).....ASTM A500, Grade B, Fy=46 ksi
Heavy Hex Nuts..............................................ASTM A563, Grade and Finish per RCSC Table 2.1
Washers (Hardened Flat or Beveled).................ASTM F436, Grade and Finish per RCSC table 2.1
Anchor Rods (Anchor Bolts, typical)..................ASTM F1554, GR. 36
FABRICATION:
1) Conform to AISC 360 Section M2 "Fabrication" and AISC 303 Section 6 "Shop Fabrication".
2) Quality Control (QC) shall conform to:
(a) AISC 360 Chapter N "Quality Control and Quality Assurance" and
(b) AISC 303 Section 8 "Quality Control".
(c) Fabricator and Erector shall establish and maintain Quality Control (QC) procedures per AISC 360 section N3.
(d) Fabricator shall perform self inspections per AISC 360 section N5 to ensure that their work is performed in accordance with Code of
Standard Practice, the AISC Specification, Contract Documents and the Applicable Code.
(e) QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabricators QA procedures provide
the necessary basis for material control, inspection, and control of the workmanship expected by the Special Inspector.
STRUCTURAL STEEL:
WELDING:
1) Welding shall conform to AWS D1.1 with Pre-qualified Welding Process except as modified by AISC 360 section J2. Welders shall be
qualified in accordance to WABO requirements.
2) Use 70ksi strength, low hydrogen type electrodes (E7018) or E71T as appropriate for the process selected.
3) Welding of high strength anchor rods is prohibited unless approved by EOR.
4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding".
ERECTION:
1) Conform to AISC 360 Section M4 "Erection" and AISC 303 Section & "Erection".
2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8.
a) The Erector shall maintain detailed erection quality control procedures that ensure that the work is performed in accordance with these
requirements and the Contract Documents.
3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13.
4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 'Required Testing", as appicable and AISC 360
Chapter J, Section M2.5, and Section N5.6.
5) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11.
PROTECTIVE COATING REQUIREMENTS:
1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the project specifications.
2) INTERIOR STEEL:
a) Unless noted otherwise, do not paint any of the sell surfaces meeting the following conditions:
x Concealed by the interior building finishes.
x Fireproofed.
x Embedded in concrete.
x Specially prepared as a "faying surface" for Type-SC "slip critical" connections.
x Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing requirement, in any, are satisfied.
b) Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in the project specifications. Field
touch-ups to match the finish coat or as otherwise indicated in the project specifications.
3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either:
a) Paint with an exterior multi-coat system as per the project specifications. Field touch-up painting shall be as per the project specifications.
C. PAUL DIGIACOMOFL PE #596607-29-20199462DATE:JOB NUMBER:DRAWING SHEET:AMERICAN CLASSIC HOMES LLC
886 OCEAN BLVD.
EISEMAN RESIDENCE
DUVAL COUNTY C E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036770 wakemont DR.ORANGE PARKFLORIDA 32065alohaengineeringFOUNDATION/FIRST FLOOR WALL PLANPLAN NOTESFOUNDATION/WALLPLANS-2-- -- INDICATES 3/8" MIN DIA. THREADED ROD -OR- QUICKTIE QTB LOCATIONS. SHIFT A MAXIMUM OF 4" WHERE REQUIRED.1/8"=1'-0"DATUM TOP OF SLAB ELEVATIONS 0'-0". OTHER TOP OFSLAB ELEVATIONS ARE REFERENCED AS + OR - FROMDATUM.EXTERIOR WOOD LOAD BEARING WALLS SHALL BE MIN.GRADE AS SPECIFIED BELOW SPACED 16" O.C.:FOR "FLEXIBLE FINISH" L/180 DEFLECTION CRITERIA2x4 SPF -OR- SP STUD UP TO NOM 8' WALL HEIGHT.2x4 SPF -OR- SP #2 UP TO NOM 9' WALL HEIGHT.2x6 SPF -OR- SP STUD UP TO NOM 10' WALL HEIGHT.ANCHOR EXTERIOR WALLS SILL PLATES W/1/2" MIN DIA.EPOXY SET ANCHOR W/STANDARD WASHER AND NUT TOMEET A MINIMUM OF (2) ANCHORS EACH PIECE ANDBETWEEN 4"-12" EACH SIDE OF SILL PLATE SPLICES ANDMAX. SILL ANCHOR AT 36" O.C..INSTALL HEADERS AS INDICATED PER PLAN WITHJ=NUMBER OF JACK STUDS AND K=NUMBER OF KINGSTUDS. FOR NON LOAD BEARING PARTITIONS, PROVIDESINGLE JAMB STUDS WITH HEADERS NOT LESS THANSINGLE 2x4 SET FLAT FOR OPENINGS UP TO 96"IN WIDTH.ANCHOR SIMP HTT5 WHERE INDICATED W/5/8" EPXY SETTHREADED ROD 6" DEPTH AND 26-10d TO STUDS.ANCHOR SIMP HDQ8 WHERE INDICATED W/7/8" EPXY SETTHREADED ROD 6" DEPTH AND 20-1/4"x3" SDS TO STUDS.ALL EXTERIOR WALLS ARE SHEAR WALLS. INTERIOR SHEARWALLS ARE NOT REQUIRED ON THIS PLAN.COORDINATE WITH OTHER DISCIPLINES AND TRADES FORLOCATIONS AND DIMENSIONS OF OPENINGS, RECESSES,SLEEVES AND PIPING.SEE S1 SERIES SHEETS FOR GENERAL NOTES AND DETAILSPERTAINING TO THIS PLAN. NOTES AND DETAILS SHOWNTHEREIN ARE GENERALLY NOT INDICATED, BUT AREINTENDED TO DEFINE GENERAL DESIGN CRITERIA ANDTYPICAL CONSTRUCTION CONDITIONS OCCURRINGTHROUGHOUT THE WORK.-- -- INDICATES 5/8" MIN DIA. THREADED ROD -OR- QUICKTIE QTOM LOCATIONS.
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
alohaengineering
UNLESS NOTED OTHERWISE ON TRUSS PLAN, TYPICAL WOOD TRUSS
BEARING ELEVATION NOM 10 FEET ABOVE DATUM ELEVATION 0'-0" F.F.E.
FIRST FLOOR
TYPICAL ROOF FRAMING SHALL BE PREFABRICATED WOOD
TRUSSES AT 24" O.C. MAXIMUM SPACING. ANCHOR ROOF TRUSSES AT
BEARING WALLS WITH SIMP H8 ANCHOR -OR- QUICKTIE TIMBERLOK 6"
WOOD SCREW U.N.O.
BRACE PREFABRICATED TRUSSES PER TRUSS DESIGNER LEAVE
CONSTRUCTION BRACING PER BCSI AS PERMANENT WHERE POSSIBLE.
ATTACH WEB CONTINUOUS LATERAL BRACING PER INDIVIDUAL TRUSS
'5$:,1*672723&+25'2)522)75866:,7+$[9%5$&(
MAX. ANGLE AND (4).131x3" NAILS EACH END, SPACED 10' APART MAX.
SHEATH OVERHANGS CANTILEVERS AND COVERED PATIOS OF EXTERIOR
CEILINGS ACCORDING TO ROOF SHEATHING CRITERIA SHEET S1.
MANUFACTURED SOFFIT MAY BE USED IN LIEU OF SHEATHING AT
OVERHANGS NOT EXCEEDING 24" INSTALLED PER MANUFACTURER AND
MEETING COMPONENT & CLADDING WALL OPENING DESIGN PRESSURES
PER SHEET S1.
STEEL TO STEEL CONNECTION PER STEEL SUPPLIER TO MEET LOADS AS
INDICATED ON THIS PLAN.
ANCHOR WOOD PATIO BEAMS AT WOOD BEARING WITH (2) SIMP. MTS12
OR (2)SIMP LSTA18 EACH END. U.N.O. NOTCH PATIO BEAMS 3" AND SET
BELOW TOP PLATES ON (2)2x STUD U.N.O.
BEARING WALL HIGH TOP PLATE SPLICES REQUIRE A 3/8" THREADED ROD
CENTERED ON SPLICE OR WITHIN 4" EACH SIDE -OR- SIMPSON SSP TO
STUDS ADJACENT TO SPLICE OR TO HEADER EACH SIDE OF SPLICE.
COORDINATE WITH OTHER DISCIPLINES AND TRADES FOR LOCATIONS
AND DIMENSIONS OF OPENINGS, RECESSES, SLEEVES AND PIPING.
FOUNDATION DIMENSIONS SHOWN TO BE REVIEWED TO BE IN
COMPLIANCE WITH ARCHITECTURAL DRAWINGS.
SEE S1 SERIES SHEETS FOR GENERAL NOTES AND DETAILS
PERTAINING TO THIS PLAN. NOTES AND DETAILS SHOWN THEREIN ARE
GENERALLY NOT INDICATED, BUT ARE INTENDED TO DEFINE GENERAL
DESIGN CRITERIA AND TYPICAL CONSTRUCTION CONDITIONS
OCCURRING THROUGHOUT THE WORK.
LOW FLOOR/SECOND FLOOR WALL PLAN
PLAN NOTES 1/8"=1'-0"
-- -- INDICATES 3/8" MIN DIA. THREADED ROD -OR-
QUICKTIE QTB LOCATIONS. SHIFT A MAXIMUM OF
4" WHERE REQUIRED.
FIRST FLOOR pLAN
S-2.1
DESIGNATES HIGH CONCENTRATED LOAD. INSTALL
TIE DOWN AND BUILT UP COLUMN WITH NUMBER OF
STUDS DIRECTLY UNDER REACTION WHERE APPLICABLE
AS INDICATED BELOW.
---F03F03F03F03F01F02F02F04F05F06F06F06F06F01F01F01F01F01F07F12
F14
F14
F14
F14
F14
F16
F17F18F02TG01
TG06
F15F19F19F20F21F21F21F21F21F21F21 F14
F22 F22
F22
F22
--- (2) STUD MINIMUM. (2)SIMPSON H8
--- (3) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
--- (3) 2x6 SP#2 STUDS MINIMUM. SIMPSON LGT3.
--- (4) 2x6 SP#2 STUDS MINIMUM.
--- (2) STUDS MINIMUM.
--- (3) STUDS MINIMUM. (2) SIMP MSTA36.
--- (7) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
--- (8) 2x6 SP#2 STUDS MINIMUM. SIMPSON HTT5 W/5/8"
THREADED ROD -OR- QUICKTIE QTOM EPXY SET 7" DEPTH
TO FOUNDATION.
F08
F08
F08
F08
F09
F08
F11
F11
F11
F11
F11
F14
F14
F14
F13
F13
F22A TG07
--- REVISED FOR ARCHITECTURAL CHANGES. 5/21/2020
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
alohaengineering
UNLESS NOTED OTHERWISE ON TRUSS PLAN, TYPICAL WOOD TRUSS
BEARING ELEVATION NOM 10 FEET ABOVE DATUM ELEVATION 0'-0" F.F.E.
FIRST FLOOR
TYPICAL ROOF FRAMING SHALL BE PREFABRICATED WOOD
TRUSSES AT 24" O.C. MAXIMUM SPACING. ANCHOR ROOF TRUSSES AT
BEARING WALLS WITH SIMP H8 ANCHOR -OR- QUICKTIE TIMBERLOK 6"
WOOD SCREW U.N.O.
BRACE PREFABRICATED TRUSSES PER TRUSS DESIGNER LEAVE
CONSTRUCTION BRACING PER BCSI AS PERMANENT WHERE POSSIBLE.
ATTACH WEB CONTINUOUS LATERAL BRACING PER INDIVIDUAL TRUSS
'5$:,1*672723&+25'2)522)75866:,7+$[9%5$&(
MAX. ANGLE AND (4).131x3" NAILS EACH END, SPACED 10' APART MAX.
SHEATH OVERHANGS CANTILEVERS AND COVERED PATIOS OF EXTERIOR
CEILINGS ACCORDING TO ROOF SHEATHING CRITERIA SHEET S1.
MANUFACTURED SOFFIT MAY BE USED IN LIEU OF SHEATHING AT
OVERHANGS NOT EXCEEDING 24" INSTALLED PER MANUFACTURER AND
MEETING COMPONENT & CLADDING WALL OPENING DESIGN PRESSURES
PER SHEET S1.
ANCHOR PATIO BEAMS AT WOOD BEARING WITH SIMPSON MTS12 OR
SIMP LSTA18 EACH END. U.N.O. NOTCH PATIO BEAMS 3" AND SET
BELOW TOP PLATES ON (2)2x STUD U.N.O.
BEARING WALL HIGH TOP PLATE SPLICES REQUIRE A 3/8" THREADED
ROD CENTERED ON SPLICE OR WITHIN 4" EACH SIDE -OR- SIMPSON SSP
TO STUDS ADJACENT TO SPLICE OR TO HEADER EACH SIDE OF SPLICE.
COORDINATE WITH OTHER DISCIPLINES AND TRADES FOR LOCATIONS
AND DIMENSIONS OF OPENINGS, RECESSES, SLEEVES AND PIPING.
FOUNDATION DIMENSIONS SHOWN TO BE REVIEWED TO BE IN
COMPLIANCE WITH ARCHITECTURAL DRAWINGS.
SEE S1 SERIES SHEETS FOR GENERAL NOTES AND DETAILS
PERTAINING TO THIS PLAN. NOTES AND DETAILS SHOWN THEREIN ARE
GENERALLY NOT INDICATED, BUT ARE INTENDED TO DEFINE GENERAL
DESIGN CRITERIA AND TYPICAL CONSTRUCTION CONDITIONS
OCCURRING THROUGHOUT THE WORK.
HIGH FLOOR /LOW ROOF PLAN
PLAN NOTES 1/8"=1'-0"
LOW ROOF AND
SECOND FLOOR
pLAN
S-2.2
DESIGNATES HIGH CONCENTRATED LOAD. INSTALL
TIE DOWN AND BUILT UP COLUMN WITH NUMBER OF
STUDS DIRECTLY UNDER REACTION WHERE APPLICABLE
AS INDICATED BELOW. BLOCK STUDS AT FLOOR AND
CONTINUE CLUSTERS TO FOUNDATION OR SUPPORTING
BEAM BELOW.
--- (2) STUD MINIMUM. (2)SIMPSON H8
---
F28 F27F27AT26
T07T08T25T25T10T11T12TF13T14
T15 T16T17TG09TF19TF20T24
TG10
T09T09T09T09T09T09TG11
--- (3) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
F29
--- (3) 2x6 SP#2 STUDS MINIMUM. SIMPSON LGT3.
--- (4) 2x6 SP#2 STUDS MINIMUM.
--- (2) STUDS MINIMUM.
-- INDICATES 3/8" MIN DIA. THREADED ROD -OR- QUICKTIE QTB
LOCATIONS. SHIFT A MAXIMUM OF 4" WHERE REQUIRED. RODS NOT
SHOWN ON THIS PLAN TERMINATE AT TOP PLATE OR SILL PLATE BELOW.
--- (3) STUDS MINIMUM. (2) SIMP MSTA36.
--- (7) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
--- (8) 2x6 SP#2 STUDS MINIMUM. SIMPSON HTT5 W/5/8"
THREADED ROD -OR- QUICKTIE QTOM EPXY SET 7" DEPTH
TO FOUNDATION.T22T22GT13--- REVISED FOR ARCHITECTURAL CHANGES. 5/21/2020
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
alohaengineering
UNLESS NOTED OTHERWISE ON TRUSS PLAN, TYPICAL WOOD TRUSS
BEARING ELEVATION NOM 9 FEET ABOVE DATUM ELEVATION 0'-0" F.F.E.
FIRST FLOOR
TYPICAL ROOF FRAMING SHALL BE PREFABRICATED WOOD
TRUSSES OR RAFTERS AT 24" O.C. MAXIMUM SPACING. ANCHOR ROOF
TRUSSES AND RAFTERS AT BEARING WALLS WITH SIMP H8 ANCHOR -OR-
QUICKTIE TIMBERLOK 6" WOOD SCREW U.N.O.
BRACE PREFABRICATED TRUSSES PER TRUSS DESIGNER LEAVE
CONSTRUCTION BRACING PER BCSI AS PERMANENT WHERE POSSIBLE.
ATTACH WEB CONTINUOUS LATERAL BRACING PER INDIVIDUAL TRUSS
'5$:,1*672723&+25'2)522)75866:,7+$[9%5$&(
MAX. ANGLE AND (4).131x3" NAILS EACH END, SPACED 10' APART MAX.
SHEATH OVERHANGS CANTILEVERS AND COVERED PATIOS OF EXTERIOR
CEILINGS ACCORDING TO ROOF SHEATHING CRITERIA SHEET S1.
MANUFACTURED SOFFIT MAY BE USED IN LIEU OF SHEATHING AT
OVERHANGS NOT EXCEEDING 24" INSTALLED PER MANUFACTURER AND
MEETING COMPONENT & CLADDING WALL OPENING DESIGN PRESSURES
PER SHEET S1.
BEARING WALL HIGH TOP PLATE SPLICES REQUIRE A 3/8" THREADED ROD
CENTERED ON SPLICE OR WITHIN 4" EACH SIDE -OR- SIMPSON SSP TO
STUDS ADJACENT TO SPLICE OR TO HEADER EACH SIDE OF SPLICE.
ANCHOR PATIO BEAMS AT WOOD BEARING WITH SIMPSON MTS12 OR SIMP
LSTA18 EACH END. U.N.O. NOTCH PATIO BEAMS 3" AND SET BELOW TOP
PLATES ON (2)2x STUD U.N.O.
COORDINATE WITH OTHER DISCIPLINES AND TRADES FOR LOCATIONS
AND DIMENSIONS OF OPENINGS, RECESSES, SLEEVES AND PIPING.
FOUNDATION DIMENSIONS SHOWN TO BE REVIEWED TO BE IN
COMPLIANCE WITH ARCHITECTURAL DRAWINGS.
SEE S1 SERIES SHEETS FOR GENERAL NOTES AND DETAILS
PERTAINING TO THIS PLAN. NOTES AND DETAILS SHOWN THEREIN ARE
GENERALLY NOT INDICATED, BUT ARE INTENDED TO DEFINE GENERAL
DESIGN CRITERIA AND TYPICAL CONSTRUCTION CONDITIONS OCCURRING
THROUGHOUT THE WORK.
THIRD FLOOR WALL/ HIGH ROOF PLAN
PLAN NOTES 1/8"=1'-0"
HIGH ROOF pLAN
S-2.3
DESIGNATES HIGH CONCENTRATED LOAD. INSTALL
TIE DOWN AND BUILT UP COLUMN WITH NUMBER OF
STUDS DIRECTLY UNDER REACTION WHERE APPLICABLE
AS INDICATED BELOW.
---
-- -- INDICATES 3/8" MIN DIA. THREADED ROD -OR-
QUICKTIE QTB LOCATIONS. SHIFT A MAXIMUM OF
4" WHERE REQUIRED. RODS NOT SHOWN ON THIS
PLAN TERMINATE AT TOP PLATE OR SILL PLATE BELOW.TG05T01AT02T02T02T02T02T02T02T02T03T03T03T03T03T03T01T04T05T05T05T05T05T05T05T05T06--- (2) STUD MINIMUM. (2)SIMPSON H8
--- (3) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
--- (3) 2x6 SP#2 STUDS MINIMUM. SIMPSON LGT3.
--- (4) 2x6 SP#2 STUDS MINIMUM.
--- (2) STUDS MINIMUM.
--- (3) STUDS MINIMUM. (2) SIMP MSTA36.
--- (7) 2x6 SP#2 STUDS MINIMUM. (2)SIMPSON HTS20
--- (8) 2x6 SP#2 STUDS MINIMUM. SIMPSON HTT5 W/5/8"
THREADED ROD -OR- QUICKTIE QTOM EPXY SET 7" DEPTH
TO FOUNDATION.
details
S-3.1
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
aloha
engineering
TYPICAL CONTROL JOINTA2 TYPICAL SLAB ON GRADE RECESS
TYPICAL MONOLITHIC FOOTING
OPTION TYPICAL STEMWALL FOOTING
TYPICAL MASONRY REINF. AT DISCONTINUITIESA1 A3
1/2" = 1'3/4" = 1'3/4" = 1'
3/4" = 1'3/4" = 1'
C3C2
OPTIONAL TYPICAL CMU EDGE
TYPICAL EDGEC1
3/4" = 1'
B1
3/4" = 1'
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
aloha
engineering
DETAILS
A1
C3
A2
C1
3/4" = 1'
3/4" = 1'
1/2" = 1'
S-3.2
B1
1/2" = 1'
TYPICAL TOP PLATEA3
3/4" = 1'
B2
3/4" = 1'
C2
3/4" = 1'
TYPICAL RAIL DECKING PERPINDICULAR
details
S-4.1
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
alohaengineering
C3
B3
3/4" = 1'
3/4" = 1'
A3
3/4" = 1'
A2
3/4" = 1'
B2
3/4" = 1'
C2
3/4" = 1'
C1
3/4" = 1'
B1
3/4" = 1'
A1
3/4" = 1'
details
S-4.2
C. PAUL DIGIACOMO
FL PE #59660
7-29-2019
9462
DATE:
JOB NUMBER:
DRAWING SHEET:AMERICAN CLASSIC HOMES LLC886 OCEAN BLVD.EISEMAN RESIDENCEDUVAL COUNTYC E R T I F I C A T E O FA U T H O R I Z A T I O NN O. 31036
770 wakemont DR.ORANGE PARKFLORIDA 32065
alohaengineering
C3
B3
3/4" = 1'
3/4" = 1'
A3
3/4" = 1'
C2
3/4" = 1'
B2
3/4" = 1'
C1
3/4" = 1'
B1
3/4" = 1'