HomeMy WebLinkAboutBuilding PlansOUTSIDE FACE OF EXISTING 3/4" CEDAR
NEW COLUMN PLACEMENT PLAN
EXISTING CONCRETE PATIO SLAB LAYOUT PLAN SCALE: 3/8" = l' -O"
EXISTING PATIO ROOF BEAM 4x4 POST NOTES:
1. EXISTING (ORIGINAL) PATIO ROOF BEAM COLUMNS NOT SHOWN.
- ORIGINAL PATIO ROOF BEAM COLUMNS CONSIST OF EIGHT (8) 4"x4" P.T. WOOD POST (WITH 3/4" CEDAR BOARD WRAP).
- SIX (6) EXISTING POSTS EQUALLY SPACED ALONG EAST SIDE ® t 7'-8" O.C.
- ONE (1) EXISTING POST ® CENTER OF BEAM SPAN ON NORTH AND SOUTH SIDE.
- ALL EXISTING 4x4 POST SET ON METAL STAND-OFF POST BASE (SIMILAR TO SIMPSON STRONG -TIE TYPE "ABW").
- ALL EXISTING 4x4 POSTS SUPPORT EXISTING (ORIGINAL) (2) 2x12 HEADER WITH Y2" PLYWOOD FLETCH PLATE
FASTENED WITH METAL POST CAP (SIMILAR TO SIMPSON STRONG -TIE TYPE "BC").
2. ALL EXISTING 4x4 POSTS (8) TO BE REMOVED AFTER INSTALLATION OF NEW LVL BEAMS AND NEW ALUMINUM COLUMNS.
3. ALL EXISTING (ORIGINAL) 2x12 HEADER/BEAMS WITH FLETCH PLAT TO REMAIN IN-PLACE.
LEGEND
O WOOD FRAMING CONNECTOR DESIGNATION
D� - IM' EXISTING BUILDING DIMENSION LINE
fDIM'--I NEW CONSTRUCTION DIMENSION LINE
O.H. ROOF OVER HANG
T. B. F. V. TO BE FIELD VERIFIED
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LEGEND
O WOOD FRAMING CONNECTOR DESIGNATION
D� - IM' EXISTING BUILDING DIMENSION LINE
fDIM'--I NEW CONSTRUCTION DIMENSION LINE
O.H. ROOF OVER HANG
T. B. F. V. TO BE FIELD VERIFIED
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Timothy C. Boudah
514 S.W. PSL. Blvd.
Port St. Lucie, Fl. 34953
P.E.
No.
63179
Date;
SCALE:
AS
NOTED
JOB
NO.:
1117.0629
8-1
SHEET
1 OF 6
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Timothy C. Boudah
514 S.W. PSL. Blvd.
Port St. Lucie, Fl. 34953
P.E. No.
63179
I
Date: 7,
C7/2a!
SCALE:
AS
NOTED
JOB NO.:
1117.0629
S-2
SHEET 2 OF 6
EXISTING GYPSUM WALL BOARD -
SHEATHING/ CEILING TO REMAIN
IN—PLACE
EXISTING HIP END PATIO ROOF
(PREFABRICATED WOOD ROOF TRUSSES, PLYWD.
SHEATHING & 5V—METAL CRIMP ROOFING
12
t5 EXISTING GALV. METAL HURRICANE TIE CLIP
(SIMILAR TO SIMPSON STRONG—TIE TYPE H3)
TYPICAL AT EACH ROOF TRUSS
(TO REMAIN IN—PLACE)
2'-11)2"
EXIST. O.H.
EXISTING Y'4"x2Y2" CEDAR BOARD
TRIM AND Y$"x10" CEDAR BOARD
FASCIA TO BE REMOVED
(NOT SHOWN FOR CLARITY)
2—PLY 13/4'x 11 Y4" BCI VERSA—LAM (LVL)
SET AGAINST EXISTING G.W.B. CEILING AND EXISTING
2x12 HEADER/BEAM
(FASTEN LVL's TOGETHER WITH (2)2x12 HEADER/BEAM
BEFORE REMOVING 8 EXISTING 44 POST)
ORIGINAL CONCRETE PATIO SLAB
(COOL DECK PAINT TOPPING)
EXISTING SLOPE
(=± 1" DROP TOTAL)
—_ ------- - — - D
BEAM/COLUMN -
2
3
EXISTING 5" SUPER GUTTER AND
MANSARD SMB ALUM. SCREEN
ENCLOSURE ROOF BEAM (TYPICAL
ALONG EXISTING PATIO ROOF EDGE)
_ _ BOTTOM OF EXISTING_
(2) 2x12 HEADER/BEAM
EXISTING 1x2 DRIP BOARD OVER
2x8 ROUGH SAWN CEDAR FASCIA BOARD
EXISTING FULLY VENTED ALUM. SOFFIT
EXISTING 3/a" x 4 V CEDAR BOARD TRIM
(PROTECT—IN—PLACE) CUT AWAY AT EACH
COL/BEAM BUCKET CONNECTION
EXISTING HEADER/BEAM TO REMAIN
IN—PLACE (2-2"x12" WITH Y2" PLYWD.
FLETCH PLATE)
SCALE: 3I4" =1'-0" \,-
CONSTRUCTION NOTES: �
EXISTING AND NEW CEDAR BOARD WRAP NOT SHOWN FOR CLARITY.
CONTRACTOR TO REMOVE EXISTING CEDAR BOARD WRAP ALONG INSIDE FACE OF
EXISTING 2x12 PATIO HEADER/BEAM AND OUTSIDE FACE AT NEW BEAM BUCKETS
AND COLUMN CAP LOCATIONS. INSTALL NEW 3/4" CEDAR BOARD WRAP TO COVER
ALL NEW LVL BEAMS, BEAM BUCKETS/COLUMN CAPS IN A MANNER TO MATCH
EXISTING HOUSE CEDAR BOARD WRAP APPEARANCE, OR AS DETERMINED BY
HOMEOWNER TO ACHIEVE A DESIRED ARCHITECTURAL APPEARANCE.
6"x6"x J6" ALUM. TUBE (6063—T52 W/RAD.) UTI'
COLUMN; CUT TUBE LENGTH = 7'-3 )C 7_1
(T.B.F.V.) — 3 TYPICAL—
EXISTING 1Y2"04" PVC DECO DRAIN
NEW/EXISTING CONCRETE POOL DECK SLAB
(COOL DECK PAINT TOPPING)
TOP OF EXIST. PATIO SLAB
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EXISTING ROOF TRUSS
(BOTTOM CHORD)
EXISTING GYPSUM WALL BOARD--/
CEILING (TO REMAIN IN—PLACE)
SHOP FABRICATED ALUM. BEAM BUCKET
WITH (4) Y2"O x 9" LONG (304 S.S.) HEX HEAD
THRU—BOLT WITH MATCHING NUT AND WASHER
EACH END
2—PLY 13/a"x 11 Y4' BCI VERSA—LAM (LVL)
SET AGAINST EXISTING G.W.B. CEILING AND
EXISTING 2x12 HEADER/BEAM
FASTEN LVL's TOGETHER WITH EXISTING (2)2x12
HEADER/ BEAM WITH SIMPSON STRONG—TIE
STRONG—DRIVE "SDW" TRUSS—PLY SCREWS
(0.22"0 x 6"; MODEL SDW226005) SET AT 12"
O.C. STAGGERED 2" FROM TOP & BOTTOM OF
LVL (PRE—DRILLING NOT REQUIRED— IF NEEDED
USE 5/32' DRILL BIT), OR EQUAL
SHOP FABRICATED ALUM. COLUMN CAP
WITH (4) %"0 x 6" LONG HEX HEAD LAG SCREWS
(304 S.S., OR BETTER) WITH MATCHING WASHER
(PRE—DRILL 1" DEEPx %"0 SHANK PILOT HOLE
AND 3" DEEPx %"0 THREAD PILOT HOLE; REQUIRED)
(2) Y2"O x 7" LONG (304 S.S.) HEX HEAD —
THRU—BOLT WITH MATCHING NUT AND WASHER
EACH END
SHOP FABRICATED ALUM. COLUMN BASE PLATE
ANCHORED TO EXISTING PATIO SLAB WITH (2)
%"0 x 6" LONG (MIN.) ATR (304 S.S., OR
BETTER) WITH 4" DEEP EPDXY EMBEDMENT
(SEE DETAIL NOTE #3)
ORIGINAL CONCRETE PATIO SLAB
(COOL DECK PAINT TOPPING)
\\!\X!\
File Copy
FASTEN LVL's TOGETHER WITH EXISTING (2)2x12 HEADER/BEAM
WITH SIMPSON STRONG—TIE STRONG—DRIVE "SDW" TRUSS—PLY
SCREWS (0.22"0 x 6"; MODEL SDW226005) SET AT 12" O.C.
STAGGERED 2" FROM TOP & BOTTOM OF LVL (PRE—DRILLING
NOT REQUIRED— IF NEED USE 5/32' DRILL BIT), OR EQUAL
1'-0"
1 2N
EXISTING HEADER/BEAM �0 @"
(2) 2"x12" W/ Y2" PLYWD.
FLETCH PLATE 6"
(TO REMAIN IN—PLACE)
_ BOTTOM OF EXIST. N
(2) 2x12 HEADER/BEAM
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v=O_ EXISTING FULLY VENTED ALUM. SOFFIT INSTALL 11 Y2" x 7 Ye" ALUM
(MODIFY AS NEEDED ® BEAM BUCKET ONLY) SHIM PLATES BETWEEN BEAM
BUCKET & COL. CAP TO FILL
EXISTING 3/a° x 4 Y2" CEDAR BOARD TRIM GAP (DRILL BOLT HOLES AFTER
(PROTECT—IN—PLACE) CUT AWAY AT EACH PLACEMENT)
COL/BEAM BUCKET CONNECTION (2) Y2"O x 7" LONG (304 S.S.)-
HEX HEAD THRU—BOLT WITH
PROVIDE P.T. BLOCKING BELOW MATCHING NUT AND WASHER
EXISTING 2x12 HEADER/BEAM EACH END
(AFTER SETTING BEAM BUCKET)
6"x6"x V' SQUARE ALUM. TUBE
(6063—T52 W/ RAD.) COLUMN
6"x6"x Ys" SQUARE ALUM. TUBE
(6063—T52 W/ RAD.) COLUMN
B I NON—SHRINK CEMENT GROUT
(SEE DETAIL NOTE #1 & #2)
6"x6"x Ya" ALUM. COLUMN —
ON 6Ya"x 6Y4"x Y2" FAB. ALUM.
COLUMN BASE PLATE
EXISTING 1Y2" x3Y4
PVC DECO DRAIN
GAP
11
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FASTEN LVL's TOGETHER WITH EXISTING (2)2x12 HEADER/BEAM
WITH SIMPSON STRONG—TIE STRONG—DRIVE "SDW" TRUSS—PLY
SCREWS (0.22"0 x 6"; MODEL SDW226005) SET AT 12" O.C.
STAGGERED 2" FROM TOP & BOTTOM OF LVL (PRE—DRILLING
NOT REQUIRED— IF NEED USE 5/32' DRILL BIT), OR EQUAL
1'-0"
1 2N
EXISTING HEADER/BEAM �0 @"
(2) 2"x12" W/ Y2" PLYWD.
FLETCH PLATE 6"
(TO REMAIN IN—PLACE)
_ BOTTOM OF EXIST. N
(2) 2x12 HEADER/BEAM
biU
v=O_ EXISTING FULLY VENTED ALUM. SOFFIT INSTALL 11 Y2" x 7 Ye" ALUM
(MODIFY AS NEEDED ® BEAM BUCKET ONLY) SHIM PLATES BETWEEN BEAM
BUCKET & COL. CAP TO FILL
EXISTING 3/a° x 4 Y2" CEDAR BOARD TRIM GAP (DRILL BOLT HOLES AFTER
(PROTECT—IN—PLACE) CUT AWAY AT EACH PLACEMENT)
COL/BEAM BUCKET CONNECTION (2) Y2"O x 7" LONG (304 S.S.)-
HEX HEAD THRU—BOLT WITH
PROVIDE P.T. BLOCKING BELOW MATCHING NUT AND WASHER
EXISTING 2x12 HEADER/BEAM EACH END
(AFTER SETTING BEAM BUCKET)
6"x6"x V' SQUARE ALUM. TUBE
(6063—T52 W/ RAD.) COLUMN
6"x6"x Ys" SQUARE ALUM. TUBE
(6063—T52 W/ RAD.) COLUMN
B I NON—SHRINK CEMENT GROUT
(SEE DETAIL NOTE #1 & #2)
6"x6"x Ya" ALUM. COLUMN —
ON 6Ya"x 6Y4"x Y2" FAB. ALUM.
COLUMN BASE PLATE
EXISTING 1Y2" x3Y4
PVC DECO DRAIN
GAP
11
SECTION VIEW A -A
(2) Y2" 0 x 7" LONG (304 S.S.)
HEX HEAD THRU—BOLT WITH
MATCHING NUT AND WASHER
EACH END
TOP OF NEW/EXISTING
CONCRETE POOL DECK SLAB
SECTION VIEW C -C
PLAN VIEW
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(4Ya"....MAX.) SECTION VIEW B -B
.............
3/4'0 DRILL HOLE DEPTH FRONT VIEW
BASE PLATE DETAIL I ( 3
SCALE; 7 i = 1'-0" S.;
COLUMN BASE PLATE DETAIL NOTES:
1. INSTALL NON—SHRINK CEMENT GROUT BELOW COLUMN BASE PLATE WHERE NECESSARY TO
COMPENSATE FOR UN—LEVEL PATIO SURFACE AND TO ESTABLISH LEVEL BASE PLATE.
2. NON—SHRINK GROUT APPLIED FOR SETTING COLUMN BASE PLATE LEVEL AFTER SHIMMING
BELOW COLUMN BASE PLATE SHALL CONSIST OF A DRY PACKAGED NONMETALLIC,
SHRINK RESISTANT, HYDRAULIC CEMENT GROUT. SEE CONSTRUCTION MATERIAL SPECIFICATIONS
FOR GROUT MANUFACTURES.
3. THE BOTTOM OF ALL COLUMN BASE PLATES MUST BE COATED WITH A"HEAVY COAT OF
BITUMINOUS PAINT (OR CODE RECOGNIZED EQUAL) PRIOR TOINSTALI!I*ATION (INCLUDING
INSIDE SURFACE OF DRILL HOLES). SEE CONSTRUCTION MATERIAL SPECIFICATIONS FOR PAINT
MANUFACTURER.
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(2) Y2" 0 x 7" LONG (304 S.S.)
HEX HEAD THRU—BOLT WITH
MATCHING NUT AND WASHER
EACH END
TOP OF NEW/EXISTING
CONCRETE POOL DECK SLAB
SECTION VIEW C -C
PLAN VIEW
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(4Ya"....MAX.) SECTION VIEW B -B
.............
3/4'0 DRILL HOLE DEPTH FRONT VIEW
BASE PLATE DETAIL I ( 3
SCALE; 7 i = 1'-0" S.;
COLUMN BASE PLATE DETAIL NOTES:
1. INSTALL NON—SHRINK CEMENT GROUT BELOW COLUMN BASE PLATE WHERE NECESSARY TO
COMPENSATE FOR UN—LEVEL PATIO SURFACE AND TO ESTABLISH LEVEL BASE PLATE.
2. NON—SHRINK GROUT APPLIED FOR SETTING COLUMN BASE PLATE LEVEL AFTER SHIMMING
BELOW COLUMN BASE PLATE SHALL CONSIST OF A DRY PACKAGED NONMETALLIC,
SHRINK RESISTANT, HYDRAULIC CEMENT GROUT. SEE CONSTRUCTION MATERIAL SPECIFICATIONS
FOR GROUT MANUFACTURES.
3. THE BOTTOM OF ALL COLUMN BASE PLATES MUST BE COATED WITH A"HEAVY COAT OF
BITUMINOUS PAINT (OR CODE RECOGNIZED EQUAL) PRIOR TOINSTALI!I*ATION (INCLUDING
INSIDE SURFACE OF DRILL HOLES). SEE CONSTRUCTION MATERIAL SPECIFICATIONS FOR PAINT
MANUFACTURER.
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3/8" THICK x 3)/2" x 8" AND
3%" x 8" ALUM. FLAT BAR13y" 3 3Y4"
(6061-T6) SIDE WALL PLATES
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5/8" 0 DRILL HU��
(FOR Y/2"0 THRU—BOLT)
2 TYPICAL
3/4" 0 DRILL HOLE
(FOR %"0 LAG SCREW)
4 TYPICAL
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TOP VIEW
-3/8" THICK x 11X" x 11V
ALUMINUM FLAT BAR
(6061-T6) BOTTOM PLATE
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ALUMINUM FLAT BAR
(6061-T6) SIDE WALL PLATES
3" THICK x "Y2"
LUMINUM FLAT
—T6) SIDE WAL
TYP
3" THICK x 11Y ..
ALUMINUM FLAT BAR
(6061—T6) BOTTOM PLATE
FRONT VIEW
CORNER COLUMN BEAM BUCKET DETAIL
FABRICATION NOTE:
RIGHT HAND (NORTH CORNER) BEAM BUCKET SHOWN
FABRICATION REQUIRES 1 LEFT HAND AND 1 RIGHT
HAND BEAM BUCKET
RIGHT HAND BUCKET -SHOWN
11X,"
1 LEFT HAND and 1 RIGHT AND REQUIRED SCALE: 3" _
13a" 7J6" 3/4" 0 DRILL HOLE
(FOR 96"0 LAG SCREW)
336" _236•_ 4 TYPICAL
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FRONT VIEW
CORNER COLUMN BEAM BUCKET DETAIL
FABRICATION NOTE:
RIGHT HAND (NORTH CORNER) BEAM BUCKET SHOWN
FABRICATION REQUIRES 1 LEFT HAND AND 1 RIGHT
HAND BEAM BUCKET
RIGHT HAND BUCKET -SHOWN
11X,"
1 LEFT HAND and 1 RIGHT AND REQUIRED SCALE: 3" _
13a" 7J6" 3/4" 0 DRILL HOLE
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FABRICATION NOTE:
RIGHT HAND (NORTH CORNER) COLUMN CAP SHOWN
FABRICATION REQUIRES 1 LEFT HAND AND 1 RIGHT
HAND COLUMN CAP
PROVIDE (3) 0.090" ALUM. SHEET PLATE (NON—SPEC)
CUT TO MATCH COLUMN CAP TOP PLATE FOR SHIM
PLATES REQUIRED BETWEEN COL. CAP AND BEAM
BUCKET (2 SETS REQUIRED)
RIGHT HAND COL. CAP - SHOWN
FRONT VIEW
CORNER COLUMN CAP DETAIL
1 LEFT HAND end 1 RIGHT AND REQUIRED SCALE: 3" =I 0"
SIDE VIEW
■
0 DRILL HOLE
(FOR Y2"0 THRU—BOLT)
2 TYPICAL
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Port S[. Lucie, Fl. 34953.
P.E. No. 63179
Date �d �/
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JOB NO.:
1117.0629
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514 S.W. PSL. Blvd.
Port St. Lucie, Fl. 34953
P.E. No.
63179
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Date:
C/
SCA4E
AS NOTED
JOB NO.:
1117.0629
8-5
SHEET 5 OF 6
DESIGN & CONSTRUCTION NOTES
CODES AND STANDARDS:
1. THE DESIGN OF THE EXISTING PATIO ROOF HEADER RECONSTRUCTION, AS SHOWN, HAS BEEN PERFORMED IN ACCORDANCE WITH THE
2014 FLORIDA RESIDENTIAL BUILDING CODES, AND APPLICABLE STANDARDS AS REFERENCED HEREIN.
2. EXISTING CONDITIONS OF THE RESIDENTIAL HOST STRUCTURE WAS INSPECTED BY THIS ENGINEER JULY 8, 2017.
3. ALL FIELD INSTALLATION WORK SHALL CONFORM TO THE CURRENT EDITION OF THE 2014 FLORIDA BUILDING CODE -RESIDENTIAL, AS
APPLICABLE MATERIAL INSTALLATION SPECIFICATIONS AS NOTED HEREIN, PRODUCT MANUFACTURERS WRITTEN INSTALLATION
INSTRUCTIONS, AND AS MAY BE DEEMED NECESSARY BY INSPECTION OF THE PERMITTING AGENCY.
4. IN CONFORMANCE WITH 2014 FBC-RESIDENTIAL, SECTION AJ101.2, CATEGORY OF THE PROPOSED WORK SHALL BE CLASSIFIED AS
REPAIR CONFORMING TO SECTION AJ301.
5. THE REMOVAL AND REPLACEMENT OF THE EXISTING 4 P.T.. WOOD LOCATED BELOW THE PATIO ROOF BEAM, AS SHOWN IN
THE CONSTRUCTION DETAILS. IS BASED ON ENGINEER'S INSPECTION FOR PURPOSES OF ESTABLISHING CONFORMANCE TO THE
CURRENT 2014 FBC-R. SHOULD FIELD CONDITIONS BE DISCOVERED THAT DO NOT CONFORM TO THE CONSTRUCTION DETAIL(S),
SHOWN HEREIN, THE CONTRACTOR MUST INFORM THE ENGINEER PRIOR TO COMPLETING THE PLACEMENT OF THE NEW LVL BEAMS
ALONG EXISTING PATIO ROOF HEADER/BEAMS.
APPLICABLE CODE PRESCRIBED DESIGN PARAMETERS
LOCATION UNIFORM LIVE LOAD (MIN.)
EXISTING PATIO ROOF 14 PSF (FBC-R TABLE R301.6)
PATIO SLAB/FLOOR: 40 PSF (FBC-R TABLE R301.5)
ALLOWABLE DEFLECTIONS
(FBC-R,
TABLE
R301.7)
ROOF EDGE BEAM:
L/240
(LL +
DL)
ROOF EDGE BEAM:
L/240
(WIND
C&C x 0.42)
ALLOWABLE SOIL BEARING
CAPACITY
CASE
A & B
-33.5 PSF
1. PRESUMPTIVE SOIL BEARING PRESSURE:
2000
PSF (FBC-R, TABLE R401.4.1)
CONTRACTOR NOTES
1. THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION, BRACING, SHORING, TEMPORARY SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY
OF THE BUILDING CONTRACTOR(S).
2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND
PROGRAMS IN CONNECTION WITH THE WORK. THE E.O.R. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION
OR FOR RELATED SAFETY PRECAUTIONS AND PROVISIONS.
3. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO LOCATE AND PROTECT ALL EXISTING UTILITIES AND
SITE IMPROVEMENTS, SHOWN, AND ANY OTHER UTILITIES AND IMPROVEMENTS NOT SHOWN ON THESE PLANS, WITHIN THE VICINITY
OF THE PROPOSED PATIO ROOF HEADER RECONSTRUCTION WORK. THE CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND
RESPONSIBILITY FOR THE EXISTING UNDERGROUND, AND OVERHEAD, U1ILITY PIPES, CONDUITS, CABLES, FOUNDATIONS, AND STRUCTURES
SHOWN OR NOT SHOWN ON THESE PLANS.
DEMOLITION NOTES
1. SCOPE OF SERVICES DOES NOT INCLUDE PREPARATION OF DEMOLITION PLANS.
2. THE E.O.R. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF DEMOLITION/REMOVAL OF EIGHT (8) EXISTING PATIO ROOF
HEADER/BEAM SUPPORT POSTS OR FOR RELATED SAFETY PRECAUTIONS AND PROVISIONS ASSOCIATED WITH DEMOLISH WORK.
3. CONTRACTOR IS MAY BE REQUIRED TO OBTAIN DEMOLITION PERMIT BEFORE PROCEEDING WITH THE WORK. CONTACT LOCAL BUILDING
AUTHORITIES TO BECOME FAMILIAR WITH LOCAL LAWS AND REGULATIONS GOVERNING THIS WORK.
INSPECTIONS
1. THE CONTRACTOR AND HOMEOWNER SHALL BE RESPONSIBLE TO ENSURE ALL MANDATORY INSPECTIONS REQUIRED BY CITY OF PORT
ST. LUCIE BUILDING DEPARTMENT ARE MET.
FINISHING
1. ALL FINISHING WORK, MATERIALS, AND WORKMANSHIP SHALL BE DETERMINED AND SPECIFIED BY THE HOMEOWNER/CONTRACTOR.
2. QUALITY OF CEDAR BOARD WRAP MATERIAL AND INSTALLATION TO BE SELECTED AND SPECIFIED BY HOMEOWNER/CONTRACTOR
WIND LOAD INFORMATION
1. WIND DESIGN FORCES REQUIRED TO CONSIDER AFFECTS ON THE NEW PATIO ROOF COLUMNS AND ROOF BEAM CONSTRUCTION AND
VERIFY REQUIRED STRENGTH OF FRAMING CONNECTIONS FOR ANCHORING THE NEW COLUMNS AND CONNECTIONS BETWEEN THE
COLUMNS AND NEW PATIO BUILT-UP ROOF BEAMS, HAVE BEEN DETERMINED BASED ON MWFRS ENVELOPE PROCEDURES FOR
PARTIALLY ENCLOSED BUILDING AS PRESCRIBED BY ASCE/SEI 7-10, CHAPTER 28, SECTION 28.4.1 APPLYING NET EXTERNAL
PRESSURE COEFFICIENTS APPLICABLE TO THE EXISTING OPEN PATIO ROOF SUPPORT FRAMING ARRANGEMENTS, AS SHOWN IN
THESE CONSTRUCTION PLANS.
APPLIED WIND DESIGN PARAMETERS ARE SUMMARIZED AS FOLLOWS:
DESIGN FACTOR DESIGN PARAMETERS
ULTIMATE DESIGN WIND SPEED V(ult): 162 MPH (3 SEC. GUST) St. Lucie County, 12/5/2011 Map
NOMINAL DESIGN WIND SPEED V(asd): 121 MPH (FBC-B, SECTION 1609.3.1)
EXPOSURE CATEGORY: C (FBC-B, SECTION 1609.4)
RISK CATEGORY: II (ASCE/SEI 7-10 TABLE 1.5-1)
ENCLOSURE CLASSIFICATION: PARTIALLY ENCLOSED
INT. PRESSURE COEFFICIENT (GCpi): +0.55 AND -0.55 (ASCE/SEI 7-10, TABLE 26.11-1)
EXT. PRESSURE COEFFICIENT (GCpf): MWFRS: VARIES PER ASCE/SEI 7-10, FIGURE 28.4-1
DIRECTIONAL FACTOR (Kd): 0.85 MWFRS (ASCE/SEI 7-10, TABLE 26.6-1)
VELOCITY PRESSURE EXPOSURE
COEFFICIENT (Kz): 0.85 MWFRS (ASCE/SEI 7-10, TABLE 28.3-1)
PATIO ROOF RIDGE HEIGHT. 15.0 FT. (ABOVE GRADE)
PATIO ROOF SLOPE: 5:12 (22.62 Deg.)
MWFRS
WIND DESIGN PRESSURES
(ASD)
MWFRS WIND VELOCITY PRESSURE ® MEAN ROOF HEIGHT: h =
15.0 FT,
qh(asd) = 27.0 PSF
WORST CASE SCENARIOS:
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BUILDING SURFACE ZONE
ROOF 2
DESIGN PRESSURE_(osd) TORSION
LOAD
CASE
CASE
A & B
-33.5 PSF
ROOF 3
-27.8 PSF
CASE
A
ROOF 2E
-43.8 PSF
CASE
A & B
ROOF 3E
-33.5 PSF
CASE
B
WALL 1E
+36.5/-27.8 PSF
CASE
A & B
ZONES ARE CONSISTENT NTH MWFRS LOADING DIAGRAM
ASCE/SEI 7-10, FIGURE 28.4-1
CORNER DISTANCE "2a" IS EQUAL TO 6.0 FT.
LATERAL WIND PRESSURE: (NON-SIMULATENOUS)
PARALLEL TO EAST END ROOF HEADER: -27.8 PSF
PERPENDICULAR TO EAST END ROOF HEADER: +36.5 PSF
VERTICAL NET WIND PRESSURE:
EXISTING PATIO ROOF: -34.6 PSF NET AVERAGE
(OVER SOLID PROJECTION AREA - (0.8)xDL)
RESULTING MWFRS DESIGN WIND LOADS: (osd)
LATERAL WIND FORCE
COLUMNS: 24.3 LBS/FT. (178.4 LBS. MAX. ® MAX. COL. HEIGHT = 7-4")
HEADER/BEAM: 42.7 LBS/FT. (743.7 LBS. MAX. ® MAX. SPAN = 19'-0")
(WORST CASE)
VERTICAL WIND FORCE
CORNER COLUMNS: - 2,052 LBS. MAX.
CENTER COLUMN: - 3,207 LBS. MAX.
HEADER/BEAM: - 35.8 LBS/FT. (WORST CASE)
CONSTRUCTION MATERIAL SPECIFICATIONS
ALUMINUM MATERIALS AND FABRICATION EPDXY ADHESIVE -ATR ANCHIORS
GENERAL REFERENCE NOTES:
1. EPDXY ADHESIVE USED FOR ANCHORING ALL-
THREAD -
ROD (ATR) ANCHOR BOLTS INTO EXISTING CONCRETE PATIO SLAB SHALL BE
1. ALL ALUMINUM MATERIAL SECTIONS AND REQUIRED ALUMINUM ALLOY AND TEMPER TO BE USED FOR FABRICATION AND ASSEMBLY SPECIALLY FORMULATED FOR ANCHORING REBAR AND THREADED RODS INTO EXISTING CONCRETE BASE MATERIAL.
THE SHOP FABRICATED C ED TUBULAR COLUMNS, COLUMN BASE PLATES, AND COLUMN CAP ASSEMBLY PRODUCTS ARE SHOWN AND/OR 2. EPDXY ADHESIVE SHALL BE SUPPLIED AS A TWO PART 100% SOLIDS, HIGH MODULUS, STRUCTURAL EPDXY GEL, THAT HAS BEEN
NOTED IN THESEPLANS. LANS.
TESTED BY A RECOGNIZED STATE OF FLORIDA PRODUCT APPROVAL AGENCY, THAT CAN PROVIDE A MINIMUM ALLOWABLE
2. ALL MINIMUM FRAMING ELEMENTS MUST CONSIST OF ALUMINUM ALLOYS REGISTERED WITH THE ALUMINUM ASSOCIATION, INC. BOND/CONCRETE CAPACITY TENSILE STRENGTH EQUAL TO, OR GREATER THAN THE FOLLOWING (NO EXCEPTIONS):
(1525 WILSON BLVD., SUITE 600, ARLINGTON, VIRGINIA 22209). THE USE OF ALUMINUM ALLOYS, OTHER THAN THOSE REGISTERED, A. 5/8" DIA. THREADED ROD X 3" EMBEDMENT INTO 3000 PSI NORMAL WEIGHT CONCRETE;
SHALL PROVIDE PERFORMANCE CRITERIA NOT LESS THAN THOSE REQUIRED BY THE ALUMINUM ASSOCIATION, INC. 3,000 POUNDS
3. THE SPECIFIED EXTRUDED ALUMINUM SECTIONS NOTED AND/OR SHOWN IN THESE PLANS AND DETAILS ARE THE REQUIRED MINIMUM 3. THREE EPDXY ADHESIVE MANUFACTURERS THAT MEET THIS CRITERIA ARE:
TTHICKNESSES ALLOWED AND ARE SUBJECT TO THE TOLERANCES PUBLISHED ALUMINUM STANDARDS AND DATA PRESCRIBED BY THE
ALUMINUM ASSOCIATION, INC. A. HILT "HIT -RE 500 SD" EPDXY (FL #17181.1/ ESR -2322)
B. SIMPSON STRONG -TIE "SET -XP" EPDXY (FL # 15730.6/ ESR -2508)
MATERIALS: C. ADHESIVES TECHNOLOGY "ULTRABOND HS -200"
1. ALUMINUM FRAMING COMPONENTS CONSIST OF ALLOY 6061, 6005, 6063 (TEMPER T5 OR T6) IN ACCORDANCE WITH APPLICABLE
ASTM STANDARDS AS LISTED IN THE 2010 ALUMINUM DESIGN MANUAL (ADM), AUTHORIZED BY THE ALUMINUM ASSOCIATION, INC.,
ARLINGTON, VIRGINIA, AND AS REFERENCED BY THE 2014 FLORIDA BUILDING CODE -BUILDING, CHAPTER 20.
2, ALLOWABLE STRENGTH OF ALL ALUMINUM FRAMING MEMBERS IS BASED ON THE ALUMINUM ALLOY/TEMPER DESIGNATED IN THESE
CONSTRUCTION PLANS EACH FRAMING MEMBER WITH MINIMUM MECHANICAL PROPERTIES PUBLISHED IN TABLE A.3.4 OF THE 2010
ALUMINUM DESIGN MANUAL.
3. MECHANICAL FASTENERS TO BE TYPE 304, 316 OR 410 STAINLESS STEEL UNLESS OTHERWISE NOTED.
4. WELD FILLER ALLOYS SHALL MEET AWS A5.10 STANDARDS, AND AS A MINIMUM, SHALL CONSIST OF ALUMINUM ALLOY 4043 or 5356
(100% Ar) PER AWS D1.2 TABLE 4.2.
SHOP FABRICATION:
1. SHOP FABRICATION AND ASSEMBLY SHALL CONSIST OF MIG AND/OR TIG WELDING PROCESSES.
2. SHOP WELDS SHALL BE GROUND SMOOTH.
3. ALL CORNERS SHALL BE HAIRLINE FITTED AND WELDED TO INSURE MAXIMUM STRENGTH.
ALUMINUM FINISH:
1. PRETREATMENT: (6) STAGE NON -ALKALINE PRETREATMENT SYSTEM WITH AMORPHOUS CHROME PHOSPHATE CONVERSION COATING;
40-90 MG PER FT'.
2. PAINT SYSTEM:
A. TIGER DRYLAC POWDER COATINGS, OR EQUAL.
B. E.S.P. APPLIED SINGLE COAT SUPER -DURABLE POLYESTER POWDER COAT APPLIED TO MEET AAMA 2604 STANDARDS.
WOOD CONSTRUCTION
1. LVL ROOF BEAMS (LAMINATED VERTICAL LUMBER) AS INDICATED IN THESE PLANS SHALL BE "VERSA -LAM" AS MANUFACTURED
BY BOISE CASCADE, INC„ (BCI), OR BETTER. Fb = 3,100 PSI & MOE. = 2,000,000 PSI, , Fc (perp.)= 750, psi. (min.)
(NO EXCEPTIONS). LVL SHALL BE LAMINATED FASTENED TOGETHER IN STRICT ACCORDANCE TO LVL MANUFACTURER'S WRITTEN
INSTRUCTIONS (OR AS INDICATED IN THESE PLANS).
ANCHOR BOLTS. FASTENERS & HARDWARE
NAILING AND SCREWS:
1. NON SPECIFIED FASTENERS (NAILS & SCREWS) SHALL BE HOT -DIPPED ZINC -GALVANIZED IN ACCORDANCE WITH ASTM A153 STANDARDS,
CLASS C, OR SHALL BE TYPE 304 STAINLESS STEEL, ASTM A167, MEETING MECHANICAL REQUIREMENTS OF ASTM F593, OR BETTER.
WOOD LAG SCREWS:
1. WOOD LAG SCREWS SHALL HAVE HEX HEAD AND CONSIST OF A.I.S.I TYPE 304 (MIN.) STAINLESS STEEL WITH MATCHING WASHER
(MINIMUM) OR ASTM A 307, GRADE C, OR BETTER CARBON STEEL WITH FLAT WASHERS, ALL HOT DIPPED GALVANIZED PER
ASTM A 153, CLASS C.
THRU-BOLTS:
1. MACHINE BOLTS USED AS "THRU-BOLT" TO CONNECT ALUMINUM TUBE COLUMN TO ALUM. BASE PATES AND COLUMN CAPS SHALL
CONFORM TO ONE OF THE FOLLOWING:
A. A.I.S.I. TYPE 304 (MIN.) STAINLESS STEEL (WITH A MINIMUM 60,000 PSI. YIELD STRENGTH IN TENSION), MEETING MECHANICAL
PROPERTIES OF ASTM F593. NUTS SHALL BE STAINLESS STEEL CONFORMING TO ASTM F594 "HEAVY HEX".
B. ALL MACHINE THRU-BOLTS SHALL BE PROVIDED WITH MATCHING STAINLESS STEEL WASHERS DIMENSIONED PER ANSI B18.22.1,
PLACED AT THE BOLT HEAD AND NUT.
C. PROVIDE EACH THRU-BOLT WITH ONE LOCK WASHER CONFORMING TO ANSI/ASME B18.21.1 MANUFACTURING STANDARDS WHICH
CLASSIFY AS MEDIUM HELICAL SPRING LOCK WASHER, CONSISTING OF MINIMUM 18-8 STAINLESS STEEL (MINIMUM) THAT MEET OR
EXCEED SAE J405-305 STAINLESS STEEL (OTHERWISE USE 316 STAINLESS STEEL).
ALL THREAD STEEL RODS (ATR):
1. ALL -THREAD -ROD D ROD (ATR) CONCRETE ANCHORS USED TO FASTEN NEW ALUMINUM COLUMN BASE PLATES TO EXISTING CONCRETE PATIO SLAB
SHALL CONSIST OF:SHALL CONSIST OF THE FOLLOWING, EQUAL, OR BETTER:
A. ALL -THREAD -ROD (ATR) SHALL BE MANUFACTURED IN CONFORMING TO MECHANICAL PROPERTIES OF ASTM F593 CW, CONSISTING
OF A.I.S.I. TYPE 304 STAINLESS STEEL (MIN.) HAVING AN ULTIMATE TENSILE STRENGTH = 100 KSI, AND MINIMUM YIELD
STRENGTH = 55 KSI (AT 0.2% STRAIN), OR BETTER.
B. NUTS SHALL BE HEAVY DUTY HEX HEAD, STAINLESS STEEL (A.I.S.I. TYPE 304 MIN.) CONFORMING TO ASTM F594, ALLOYS,
GROUP 1, OR EQUAL.
C. ATR SHALL BE PROVIDED WITH PLAIN FLAT STAINLESS STEEL (A.I.S.I. TYPE 304 MIN.) WASHER (0.062" THICK, MIN.)
CONFORMING TO ANSI/ASME B 18.22.1, TYPE A, OR EQUAL.
D. OVERALL LENGTH OF ATR MUST BE DETERMINED TO ACHIEVE THE MINIMUM SPECIFIED BOLT EMBEDMENT DEPTH.
E. ATR BOLT HOLE DEPTH MUST BE DRILLED NO LESS THAN 1/4" DEEPER THEN SPECIFIED BOLT EMBEDMENT DEPTH.
F. ATR BOLT HOLE DIAMETER MUST BE NO LESS THAN 1/8" LARGER AND NO GREATER THAN 3/16" LARGER THEN SPECIFIED BOLT
DIAMETER.
G. ATR ANCHOR BOLT TO BE SET WITH AN APPROVED EPDXY ADHESIVE AS SPECIFIED IN THESE CONSTRUCTION PLANS, OR
OTHERWISE APPROVED BY THE E.O.R.
H. ALL DRILL HOLES MUST BE CLEANED IN ACCORDANCE WITH THE ANCHOR ADHESIVE MANUFACTURER'S WRITTEN INSTRUCTIONS.
I. ANCHOR ADHESIVE MUST BE ALLOWED TO CURE IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. AFTER
ADHESIVE HAS REACHED THE REQUIRED MINIMUM CURE TIME, ATR ANCHOR BOLT NUT MUST BE TIGHTENED TO A MINIMUM
TORQUE. UNLESS OTHERWISE DETERMINED BY E.O.R., ATR BOLT INSTALLATION TORQUE AS FOLLOWS:
1) 5/8"0 ATR: 50 TO 55 FT. LBS.
CONNECTING HARDWARE:
1. ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON "STRONG -TIE" OR APPROVED EQUAL.
2. UNLESS OTHERWISE DESIGNATED ON THE PLANS, FRAMING CONNECTION HARDWARE SHALL CONFORM TO ONE OF THE FOLLOWING:
A. STAINLESS STEEL A.I.S.I. TYPE 304 (MIN/OR BETTER) PER ASTM A167
B. ASTM A36 CARBON STEEL HOT -DIP GALVANIZED PER ASTM A123 WITH A MINIMUM COATING EQUAL TO G90 (I.E., 0.90 OZ./S.F.)
IN ACCORDANCE WITH ASTM A653; UNLESS SPECIFICALLY NOTED OTHERWISE IN THE CONNECTOR SCHEDULE, AND WHEN IN
CONTACT WITH "ACQ" PRESSURE TREATED LUMBER, GALVANIZING SHOULD MEET CLASS G-185 COATING.
NOTE: USE ONLY HOT -DIPPED GALVANIZED FASTENERS WITH HOT -DIPPED GALVANIZED PLATE CONNECTORS
3. ALL NUTS, WASHERS AND MISCELLANEOUS IRON AND STEEL HARDWARE NOT SPECIFICALLY SPECIFIED, SHALL CONSIST OF A.I.S.I.
TYPE 304 (MIN.) STAINLESS STEEL OR BE HOT DIPPED GALVANIZED (G90 MIN.) IN ACCORDANCE WITH ASTM A153.
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4. DRILLING AND PLACEMENT OF ALL -THREAD -RODS (ATR) AS NOTED IN THESE CONSTRUCTION PLANS, SHALL BE PERFORMED
IN STRICT ACCORDANCE WITH EPDXY ADHESIVE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. ATR MINIMUM EMBEDMENT
DEPTH IS SHOWN OR NOTED IN THE CONSTRUCTION DETAILS.
5. ALL DRILL HOLES MUST BE CLEANED IN ACCORDANCE WITH THE EPDXY ADHESIVE MANUFACTURER'S WRITTEN INSTRUCTIONS.
6. ALL ATR (ALL -THREAD -ROD) ANCHOR BOLTS MUST BE SET IN EPDXY ADHESIVE AND ALLOWED TO CURE IN ACCORDANCE WITH
EPDXY MANUFACTURER'S WRITTEN INSTRUCTIONS.
NON -SHRINK GROUT
1. NON -SHRINK GROUT, USED TO PACK OPEN SPACE BELOW AND TO SET LEVEL THE NEW ALUMINUM COLUMN BASE PLATES, SHALL
CONSIST OF A DRY PACKAGED NONMETALLIC, SHRINK RESISTANT, HYDRAULIC CEMENT GROUT CONFORMING TO ASTM C 1107, GRADE B
2. APPROVED NON -SHRINK GROUT PRODUCTS INCLUDE:
A. MASTERFLOW 713, SUPPLIED BY BASF BUILDING SYSTEMS (FORMERLY MASTER BUILDERS)
B. DRY PACK GROUT, BY THE EUCLID CHEMICAL COMPANY
C. BURKE NON-FERROUS, NON -SHRINK GROUT, BY EDOCO BURKE CONSTRUCTION CHEMICALS
1. PRIOR TO SETTING THE ALUMINUM COLUMN BASE PLATE, IT IS RECOMMENDED THAT THE BOTTOM OF ALL BASE PLATES (INCLUDING
INSIDE SURFACE OF DRILL HOLES) BE COATED WITH HEAVY COAT OF ALKALI RESISTANT BITUMINOUS PAINT (WATER -WHITE METHACRYLATE
LACQUER COATING, OR OTHER RECOGNIZED PROTECTIVE COATING) TO PROVIDE ADDITIONAL CORROSION PROTECTION. PAINT SHOULD BE
ALLOWED TO DRY BEFORE PLACING NON -SHRINK GROUT.
2. ALKALI RESISTANT BITUMINOUS PAINT FOR COATING BOTTOM OF THE COLUMN BASE PLATES MAY CONSIST OF:
A. GARDNER 012 GA NON-FIBERED FOUNDATION AND ROOF COATING, BY GARNER-GIBSON, INC., TAMPA, FLORIDA
B. OR EQUAL. I
3. FILED CUT ENDS AND UNPAINTED SURFACE OF ANY EXPOSED ALUMINUM MEMBERS SHOULD BE COATED WITH WATER -WHITE
METHACRYLATE LACQUER COATING, OR ONE (1) COAT OF ZINC CHROMATE PRIMER AND ONE (1) HEAVY COAT OF ALUMINUM
PIGMENTED ASPHALT PAINT. ZINC CHROMATE PRIMER AND PAINT PRODUCTS INCLUDE:
A. ANY AEROSOL, ORGANIC ZINC -RICH PAINT (ZRP) CONTAINING AT LEAST 70% METALLIC ZINC IN THE DRY FILM
WATERPROOFING PROTECTION
1. WOOD PROTECTIVE FINISHING:
A. THE FINISH AND WEATHER RESISTANT PRESERVATION OF THE OPTIONAL WOOD CEDAR BOARD WRAP, AND POST CONSTRUCTION,
IS BEYOND THE SCOPE OF THIS CONSTRUCTION PLAN SET.
B. ALL WOOD CONSTRUCTION EXPOSED TO WEATHERING SHOULD BE PAINTED WITH ACRYLIC EXTERIOR GRADE PAINT PRODUCT
SUCH AS PRODUCT NO. PP735 AND/OR PR,739-SATIN, MANUFACTURED BY PORTER, OR BETTER.
C. All NEW LUMBER TO BE PAINTED SHALL BE CLEANED AND PRIMED IN ACCORDANCE WTH THE PAINT MANUFACTURER'S RECOMMENDATIONS.
EXTERIOR CEMENT STUCCO SPECIFIC
1. ALL EXTERIOR CEMENT STUCCO SHALL CONSIST
COATS MIXES.
2. STUCCO APPLIED OVER METAL LATH ON WOOD
2014 FBC-RESIDENTIAL, SECTION R703.6.3.
MONS
PORTLAND CEMENT PLASTER CONFORMING TO ASTM C926, BASE, AND FINISH
PATIO BEAM CONSTRUCTION SHOULD BE PERFORMED IN CONFORMANCE WITH
3. INSTALLATION OF EXTERIOR LATHING AND FRAMING SHALL COMPLY WITH APPLICATION REQUIREMENTS OF ASTM C1063 AND METAL
LATH SHALL CONFORM TO ASTM C847.
4. STUCCO ACCESSORIES SHALL CONSIST OF PLASTIC COMPONENTS THAT MEET ASTM D4216 STANDARDS FOR HIGH -IMPACT PVC
BUILDING PRODUCTS, MANUFACTURED FROM RIGID PVC AND CPVC CONFOUNDS MEETING ASTM D1784 CELL CLASS 13244C.
5. STUCCO ACCESSORIES SHALL BE INSTALLED WITH SCREWS THAT INCLUDE BUT NOT LIMITED TO CORNER REINFORCEMENT, CASING
BEADS, AND DRIP CASING BEADS.
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Timothy C. Boudah
514 S.W. PSL.
Port St. Lucie, Fl.
Blvd.
P.E. No. 63179
Dat
S E:
AS NOTED
JOB 0.:
1117.0629
8-6
SHEET 6
OF 6