HomeMy WebLinkAbout2814 Gipper Cir 18-2680 New construction SFHCITY or
-a Biiildiir- & Fire Preveiitiurl DiviSioii
RD�)ANFO PLI�MIT flPl'LIC'APION
JUN 1 7 �01� �
Application No:
Documented Goustruction Value:
Job Address: t-t Ct (2(A historic District: Yes❑NoF,/]
22-20-30-520-0000321'
Parcel 1 D: 2 Residential Commerci• F-1
-
"hype of Work: NeivFv� Addition[] Alteration It air
Description of Work: Single Family Residential �
Demo Change of Use❑ 1LN'lovell
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Plan Review Contact Person: Tracy Wiggers
Title: Project Coordinator
Phone:407-865-8208 Fay::
Email:twiggers@dwhomes.com
Property Owner Information
Nance CND-REAGAN, LLC(TEXAS LLC.)
Phone: 713-316-3365
Street: 1111 N. POST OAK ROAD
Resident ol" property? : -
R)
City, State Zip: HOUSTON, TX, 77055
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Contractor Information
eq
Name Casey Dare
Phone: 407-865-8208
Street: 213 Majestic Eagle Drive
Fax:
City, State Zip: PoOnte Verde, FI, 32081
State License No.: CBC1254984
Architect/Engineer Information
Monta Consulting& Design
9
Phone: 407-681-1920
_
Street: 1035 Greenwood Blvd. Suite 173
Fax:
City, St, zip: Lake Mary, FI, 32746
Bonding Company:
Andress:
E-mail: adrnin@montaconsulting.com
Mortgal;e Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NO'I'ICI�: OP' COtilliA,ILNCEiNIEN'C ib1AY RESULTIN YOUR
PAYING TWICE FOR INIPROVE IVIENTS TO YOUR PROPERTY. A NOTICE OF CONLMENCENIENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COINENIENCENIENT.
Application is hereby macic to obtain a permit to do the wort, and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a peanut lend that all work will be performed to meet standards of all laws regulating construction
hi this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbiue, signs, wells, pools,
furnaces, boilers, heaters, tauks, and air conditioners, etc.
FBC 105.3 Shall be inscribed Nritli the date of application and the code in effect as of that (late: 6"' Ediliou (200) Florida Building Code
Revised: January I, 210N Peimit Application
Revision City of Sanford
Response to Comments 0" Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
• Email: building@sanfordfl.gov
Pen -nit # Submittal Date
Project Address:
Contact: --"C,LA
75
Ph: Fax:
Email-.—K-w\
Trades encompassed in revision:
Buildino,
C�
El Plumbing
El Electrical
El Mechanical
0 Life Safety
1:1 Waste Water
General description of revision:
I T
ROUTING INFORMATION
Department Approvals
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Utilities
El
Waste Water
El
Planning
0
Engineering
C1
Fire Prevention
❑
Building
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GENERAL NOTES
FOUNDATIONS
SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF
MEANS AND METHODS
MAX. DRY DENSITY AS DETERMINED BY ASTM D1557 (MODIFIED PROCTOR) MINIMUM
CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE
BEARING CAPACITY 2000 PSF
CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE
TERMITE TREATMENT
ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED
REFER TO SECTION R318 PROTECTION AGAINST TERMITES, OF THE FLORIDA
FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS'
BUILDING CODE - RESIDENTIAL CURRENT EDITION, FOR FULL LIST OF
SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND
REQUIREMENTS. IF PERIMETER TREATMENT USED, INSTALL SENTRICON BAITING
FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
STATIONS.
UNDER STAIR PROTECTION
CAST IN PLACE CONCRETE
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2-INCH
2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT,
(12.7MM) GYPSUM BOARD.
CEMENT RATIO OF 0.58.
2. �LLL REINFORCING STEED A MAXIMUM /L SHALL BE DEFORMED BILLET STEEL CONFORMING TO
METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD
ASTM A-615 GRADE 40 MIN.
IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS,
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-I85 FOR 6x6xW1.4xW1.4
METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL
WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN
AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES
THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF.
OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES.
4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
MINIMUM G50 ZINC COATING
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301,
2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE
5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING
(NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING.
BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND
3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE
AT EACH END SHALL BE PROVIDED.
PRESERVATIVE WOOD TREATER.
6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS.
4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES
7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE
OF PRESSURE TREATED WOOD SUCH THAT THEY MEET THE REQUIREMENTS OF
CENTER TO UPPER 1/3 OF THE SLAB.
ASTM F1667
BOLTS AND THREADED RODS
PREFABRICATED WOOD TRUSSES
1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.)
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR
2. STEEL BOLTS LESS THAN ONE -HALF -INCH (12.7 mm) IN DIAMETER USED AS
SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT
FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF
CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE
HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE
ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL
OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153.
FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES.
3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE
THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED.
OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN
PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS
ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM.
AND STRUCTURAL PLANS FOR MORE INFO,
MASONRY WALL CONSTRUCTION
2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2,
DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE
CONFORMING TO ASTM 090, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000
CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY
PSI (fm = 1900 PSI)
TRUSS ENGINEER OF RECORD
2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270
3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE
3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1".
LATEST EDITION OF ANSI TPI 1.
4. COARSE GROUT SHALL CONFORM TO ASTM 0476 WITH A MAXIMUM AGGREGATE
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS
SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
MANUFACTURER UNLESS NOTED ON PLANS
5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF
FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE
TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY
PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE.
TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS.
6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK
TRUSS DESIGN LOADS:
WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERTICALLY. TIES TO THE
TOP CHORD: Lr = 16 PSF
FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL; REBAR
DL = 7 PSF (SHINGLE TYPE ROOF COVER)
POSITIONERS IN MIDDLE OF WALL
DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER)
7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O.
DL = 14 PSF (TRUSS OVERBUILD)
8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND
BOTTOM CHORD: DL = 5 PSF
COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND
MINIMUM FLOOR DESIGN LIVE LOADS:
9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED
A) FLOORS = 40 PSF B) BALCONIES = 60 PSF / 100 PSF (IF BALCONY > 100 SQ FT)
ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
C) DECKS = 40 PSF D) STAIRS = 40 PSF
10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2"
E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O.
11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL
MINIMUM FLOOR DESIGN DEAD LOADS:
LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO
A) FLOORS = 15 PSF B)BALCONIES = 15 PSF
CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED.
GENERAL LOADING:
12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING
ATTIC WITHOUT STORAGE = 10 PSF
CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
ATTIC WITH LIMITED STORAGE = 20 PSF
13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO
GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF
CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION.
GUARDRAILS IN -FILL COMPONENTS = 50 PSF
14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/
GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS
EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE
-ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS
CONSOLIDATION.
-G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/APA
WOOD CONSTRUCTION
RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING
-MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE
1. WOOD CONSTRUCTION SHALL CONFORM TO THE ANSI/AWC "NATIONAL DESIGN
TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS
SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS)
LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM
2. LUMBER DENOTED AS SPF#2 OR SHALL BE SPRUCE -PINE -FIR VISUALLY
EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3)
BETTER.
B
GRADED "No.1lNo.2" BY NLGA, OR BETTER.
12d TOENAILS EACH END.
3. LUMBER DENOTED AS SYP#2 SHALL BE SOUTHERN YELLOW PINE OR "MIXED"
-TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45' FROM VERT. TO EA. TRUSS
SOUTHERN YELLOW PINE VISUALLY GRADED "No 2" BY SFIB, OR BETTER.
MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10-4' MAX AND
4. OTHER LUMBER SHALL BE VISUALLY GRADED "No. 2" OR BETTER, REGARDLESS OF
EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP
SPECIES, U.N.O. ON FRAMING PLANS OR DETAILS.
GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3
5. ALL STRUCTURAL WOOD MEMBERS INCLUDING EXTERIOR FRAME WALLS, BEARING
FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS.
WALLS, SHEAR WALLS, AND MISC. MEMEBERS (I.E. BLOCKING OR GABLE END BRACING)
-PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING
SHALL BE SPF#2 OR BETTER U.N.O..
PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS
6. END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING
DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST
(GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED.
ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD.
7. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD
-INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS
SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O.
8. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL
PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT
SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER
TABLE WITHIN BCSI-133).
AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE
-AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d
PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY
TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND
DURABLE OR PRESERVATIVE -TREATED WOOD.
INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2
9. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE
BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN
CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE
BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING)
THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED
DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3.
BY OTHERS.
6, THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING
10. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE
POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC, SHALL BE REPAIRED WITH SIMPSON
FIELD REPAIR NOTES
HSS2 STUD SHOES, TYP U.N.O.
11. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE
1. OMITTED REBAR
TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD
DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL#5 BAR
TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION.
INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW
FOR EXAMPLE. ACQ-C, ACQ-D, CBA-A OR CA-B REQUIRE HOT -DIPPED GALVANIZED OR
MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED
STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT.
FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO
12. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY
MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE
IS TO BE PRESSURE TREATED IN ACCORDANCE WITH THE LATEST EDITION OF THE
30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING
AWPA U1 STANDARD.
BEND).
13.UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR
2. STRAPS/CONNECTOR SUBSTITUTION
MASONRY, SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT
MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT
WOODEN TOP PLATES.
& LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL
14. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS
MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED.
3. STAIR CONSTRUCTION
ENGINEERED LUMBER
2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE
1. ENGINEERED LUMBER PRODUCTS SHALL CONFORM TO THE CURRENT EDITION OF
USED FOR RISERS & TREADS ILO 2xl2'3 (SEE GEN. STAIR DETAIL SHEET FOR MORE INFO.)
THE ANSI/AWC NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS).
4. METAL STUD SUBSTITUTION
2. ENGINEERED LUMBER SHALL BE EITHER STRUCTURAL COMPOSITE LUMBER AS
WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS
DEFINED NDS SECTION 8.1 (INCLUDING LVL, PSL, AND LSL LUMBER)
5. OMITTED J-BOLT
-1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH
3. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN
MIN. 7" EMBEDMENT.
VALUES AS FOLLOWS:
-1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2"
COLUMNS BEAMS STUD
J-BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS
E = 1,700,000 lb/in' U.N.O. E = 2,000,000 Iblin2 U.N.O. E = 1,500,000 lb/in' U.N.O.
6. MORTAR JOINTS
Fb = 2650 Fb = 3000 Fb = 2200
-FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D)
-FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON
Ft = 1650 Ft = 1700 Ft = 150Q
EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN.
Fc 11= 3000 Fc 11= 3000 Fc 11= 2100
"EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1 st (2)
Fc j = 450 Fc j = 900 Fc j = 450
COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES,
Fv - 285 Fv = 285 Fv = 150
THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG
-FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5
WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN
VERT. REINF. IN EA. CELL, CONT. PER PLAN.
CONDITION U.N.O.
7. OVERHANGING CMU WALL
CEILING CONSTRUCTION
-FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT.
1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O.
CELLS PER PLAN,
-FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES
2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN
IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN
LIVING SPACE IS ABOVE THE GARAGE.
-FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT FOR FOR REPAIRS.
STRUCTURAL STEEL
1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE
STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S,
Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI.
2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS
SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC)
BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8"
DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL
CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE
PROVIDED TO FOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED
CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL
BE Y16' UNO.
3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES,
SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION
ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES.
4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED
BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE
PROTECTION.
5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF
PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
DESIGN PRESSURES
WIND DESIGN LOAD INFORMATION
WIND SPEED (ULTIMATE) 139 mph
WIND SPEED (ALLOWABLE) 108 mph
WIND EXPOSURE B
RISK CATEGORY II
BUILDING TYPE V B
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT +/- 0.18
WIND PRESSURE & SUCTION
EFFECTIVE
(PSF)
WIND
N VALUE DENOTES PRESSURE
AREA (SQ FT)
- VALUE DENOTES SUCTION
AREA
4Q
5O
10
(+) 21.2
(+) 21.2
(-) 22.9
(-) 28.3
(+) 20.2
(+) 20.2
20
(-) 22.0
(-) 26.4
(+) 19.0
(+) 19.0
50
(-) 20.8
(-) 23.9
100
(+) 18.0
(+) 18.0
(-) 19.8
- 22.0
GARAGE DOORS
9'-0" x 7'-0"
16'-0" x 7'-0"
(+) 18.4
+
(-) 20.9
(-) 19.7
WIND PRESSURE/
SUCTION DIAGRAM Qq
STANDARD DESIGN PRESSURE NOTES
1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA
BUILDING CODE 6th EDITION (2017). WIND SPEED IS BASED
ON LINEAR INTERPOLATION FOR THIS SITE.
2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME
IS 15FT, 2 STORY HOME IS 30FT
3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET
ULTIMATE WIND PRESSURES.
4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR
BUILDING CORNERS.
5. INDICATED PRESSURES CAN BE INTERPOLATED FOR
OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED
WITH THE LOWER EFFECTIVE AREAS.
6, DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS
140 MPH OR GREATER IS CONSIDERED TO BE IN THE
WIND -BOURNE DEBRIS REGION. GLAZED OPENING
PROTECTION IS REQUIRED AND SHALL BE PROVIDED PER
SECTION R301.2.1.2 OF THE FLORIDA BUILDING CODE -
RESIDENTIAL, CURRENT EDITION.
C."W'N)ARAGE NORT[___
INDEX OF DRAWINGS
SHEET
SHEET TITLE
S1
STRUCTURAL NOTES & COVER
PHS
UPDATES
FS-1
FOUNDATION FORMS PLAN
TB-1
TIE BEAM PLAN
PLN-1
FLOOR PLANS
ELE-1
UTILITY PLANS
INT-1
INTERIOR DETAILS
INT-2
STAIR SECTION
INT-3
CLOSED STAIR SECTION DETAILS
ELVA
FRONT AND REAR ELEVATIONS
ELV-2
RIGHT AND LEFT ELEVATIONS
RFP-1
ROOF PLAN
PLT-1
PLOT PLAN
S2
FOUNDATION PLAN
S2.1
DOWEL PLACEMENT PLAN
S3
FOUNDATION DETAILS
S4
LINTEL PLAN
S5
FIRST FLOOR FRAMING PLAN
S5.1
NOTES & CONNECTOR LEGEND
S5.2
ROOF FRAMING PLAN
SD1
GENERAL DETAILS
SD2
GENERAL DETAILS
SD3
GENERAL DETAILS MCM COPY
S D4
TWO STORY DETAILS
SD5
TWO STORY DETAILS
ST1
GENERAL STAIR DETAILS
MASTER UPDATES
NUMBER
DATE
DESCRIPTION
INTIALS
1
6/21/2016
CREATED ELEV. A,B,C & MINOR OPTIONS
EA
2
1/19/2017
UPDATED TO NEW STYLE AND APPLIED ARCH UPDATES THRU 12/6/16
EA
3
1/30/2017
FIXED BEAM HEIGHT CALLOUTS, OPT FRENCH DOOR LINTEL DEPTH &
CONNECTOR FOR COLUMN TO CMU ON ELEV C
EA
4
6/21 /2017
UPDATED FLOOR TRUSS LAYOUT TO WORK WITH ALL MASTER
PLUMBING OPTIONS; ARCH UPDATES 5/10/17
E
5
2/26/2018
PLANS HAVE BEEN UPDATED TO MEET F.B.0 6TH EDITION (2017)
RESIDENTIAL AND UPDATED ELEV. A TRUSSES PER RPT-3
DJ
6
5/18/2018
UPDATED ELEV. C TRUSSES PER RPT-5
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