HomeMy WebLinkAboutCONSTRUCTION PLA PERGOLAGENERAL NOTES
DESIGN CRITERIA:
APPLICABLE CODES, REGULATIONS & STANDARDS:
1. THE 2020 FLORIDA BUILDING CODE, 7TH EDITION SPECIFICALLY
CHAPTER 16 STRUCTURAL DESIGN, CHAPTER 20 ALUMINUM
2. ASCE 7-16 & SE17
3. ACI318 CONCRETE REFRENCE MANUAL.
4. AA ASM 35 & AA ADM 1
5. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS.
WIND LOADS:
1. FBC TABLE 1604.5, RISK CATEGORY = 1
2. FBC SEC 1609.4, EXPOSURE CATEGORY = C
3. FBC SEC 1609.3, ULTIMATE DESIGN WIND SPEED = 150 MPH
DESIGN NOTES:
ALLOWABLE DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN
CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 7TH
EDITION (2020) & ASCE 7-16 USING ALLOWABLE STRESS DESIGN
METHODOLOGY WITH THE CRITERIA AS OUTLINED HEREIN. THE CONTRACTOR
SHALL CONTACT THE AUTHORITY HAVING JURISDICTION TO ENSURE
APPROPRIATE CRITERIA TO BE USED BEFORE CONSTRUCTION BEGINS.
THE SYSTEM HAS NOT BEEN DESIGNED TO WITHSTAND CONCETRATED LOADS
FROM HUMAN ACTIVITY.
DRAWING INDEX
SHEET NO.
DESCRIPTION
G01
GENERAL NOTES
S01
STRUCTURAL PLAN
F01
FOUNDATION PLAN
D01
ROOF & PROJECTION BEAM DETAILS
D02
POST & MAIN BEAM DETAILS
GENERAL NOTES:
1. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL
SIGNATURE & RAISED SEAL OF CRAIG E. GUNDERSON, P.E. ALTERATIONS, ADDITIONS OR
OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR
CERTIFICATION. PHOTOCOPIES AND UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED.
2. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE
WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA BUILDING CODE SEVENTH EDITION
(2020). STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES.
CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE
AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND
STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING.
3. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF
THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS BEEN USED FOR WOOD
ANCHOR DESIGN.
4. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH
WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL
SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE
PERMITTING CONTRACTOR.
5. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON
ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY
GREATER DESIGN CRITERIA. THIS ADDITIONAL ROOF LOAD CRITERIA SHALL BE PROPERLY
ANALYZED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT.
6. ALL FASTENERS TO BE #12 SAE GRADE 2 OR STAINLESS STEEL 304 UNLESS NOTED
OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE
CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR
ALUMINUM STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE
FEDERAL, STATE, AND/OR LOCAL CODES.
7. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPACED WITH 2xDIAMETER END
DISTANCE AND 2 5xDIAMETER MIN SPACING TO ADJACENT ANCHORS UNLESS NOTED
FILE Copy
CREWEWED FOR
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OTHERWISE. ST' LUCIE COUNTY
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8. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' �o �lJ
RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM
EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL
FINISHES.
9. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY.
10. WOOD HOST STRUCTURE & ALL WOOD MEMBERS SHALL BE "SOUTHERN YELLOW
PINE" G=0.55 OR GREATER DENSITY.
11. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR
MATERIALS TO PREVENT ELECTROLYSIS.
12. ALL ALUMINUM SHALL BE 6005-T5 ALLOY AND TEMPER UNLESS NOTED OTHERWISE.
13. ALL STEEL ANGLES SHALL BE ASTM A1011 OR A653 GRADE 50 (Fy=50 KSI, Fu=65
KSI) OR BETTER.
14. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000
PSI IN 7 DAYS.
15. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN
ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al. INDEMNIFIES & SAVES
HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES &
APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, &
CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, &
FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN.
16. EXCEPT AS EXPRESSLY PROVIDED 'HEREIN, NO ADDITIONAL CERTIFICATIONS OR
AFFIRMATIONS ARE INTENDED.
17. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS
DOCUMENT ARE NOT PERMITTED AND 111,11VALIDATE THIS CERTIFICATION.
SYSTEM NOTES:
PERGOLA SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATION ISSUED BY
RENAISSANCE PATIO.
REFER TO AFOREMENTIONED MANUFACTURER ISSUED ASSEMBLY MANUAL FOR
ALL CONNECTION DETAILS THAT ARE NOT ILLUSTRATED HEREIN.
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RENAISSANCE ARIA PERGOLA
12'-0"
PROJECTION BEAMS
AT 24." O.C.
10'-0"
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SD POST & BEAM SYSTEM
SHADE TUBES = 2"X2"X0.045"
PROJECTION BEAM = 2"X6"X0.060"
MAIN BEAM = 2.75"X7"X0.080"
POST = 3.875"X3.875"X0.090"
SEE SECTION DETAILS ON PAGES D01 & D02
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POST BASE ANCHOR TIE - DOWN SCHEDULES:
ANCHOR TYPES:
(6) 1/4" DIA ITW TAPCON, 1/4" DIA. SAE
GRADE WASHER, 1.75" EMBEDMENT,
ANCHOR TYPE #1
2.5" SPACING, 3" MIN. EDGE DISTANCE
INTO 3KSI MIN. CONCRETE
(6) 1/4" DIA BLUE TAP ANCHOR WITH 2.1"
EMBEDMENT, INTO 3KSI MIN.
ANCHOR TYPE #2
CONCRETE 2.5" SPACING, 3" MIN.
EDGE DISTANCE
1 ANCHOR SCHEDULE
F01 SCALE: N. T. S
1"
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2 ANCHORS TO BASE PLATE
F01 SCALE: N. T. S
FOOTING NOTES
1. PROVIDE 1-1/2" COVERAGE TOP, SIDES, BOTTOM AND 1" BETWEEN ADJACENT REBAR LAPS.
2. PROVIDE MIN. 3" COVERAGE OF REBAR FOR ALL CONCRETE IN CONTACT WITH THE EARTH.
3. FOOTING CONCRETE SHALL BE MIN. 3000 PSI AT 28 DAYS
4. FOOTING REINFORCEMENT SHALL BE MIN. GRADE 40
5. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE TO CITY / CO. REQUIREMENTS
6. PROVIDE 2500 PSF BEARING (TYPICAL) UNDER FOUNDATION
7. SEE GENERAL NOTES FOR TYING INTO EXISTING FOUNDATIONS
8. SEE GENERAL NOTES FOR ADDITIONAL CONCRETE INFORMATION & SPECS.
HOST WALL
CONCRETE PLAN
SCALE: N. T. S
COLUMN
(SEE PAGE-SO1
FOR SIZE)
FOR SURFACE MOUNT POST:
SEE PROVIDED OPTIONS
26" X 26" X 26'
CONCRETE ISOLATED FOOTING
(3) #5 REBARS EA. WAY (6 TOTAL)
N s
26"
COLUMN
(SEE PAGE-SO1
FOR SIZE)
26' X 26" X 26"
CONCRETE ISOLATED FOOTING
(3) #5 REBARS EA. WAY (6 TOTAL)
EMBED COL INTO CONCRETE 19'
(1) #5 REBAR THROUGH COL
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N
26"
ISOLATED FOOTING -COL ISOLATED FOOTING -COL
OPTION #1 SURFACE MOUWTION #2 COLUMN EMBEDDMENT
SCALE: N.T.S. SCALE: N.T.S.
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(1) #12
SELF DRILLING
SCREW AT EVERY
TRUSS, TYP.
(2) #12 SELF DRILLING
SCREW PER SIDE, TYP.
(1) #12 SELF DRILLING
SCREW AT EVERY TRUSS,
4" O.C. TYP.
4" O.C.
SHADE EXISING CONCRETE
TUBE OR GFB WALL, TYP.
(2) 1/4" DIA. TAPCON WITH
2.5" EMBEDMENT INTO 3KS1
OR GROUT FILLED CELLS WITH
5" MIN SPACING & 6" EDGE V(2) #12 TEK PROJECTION BEAMS
® DISTANCE @ 24" O.C, TYP. EACH SIDE_z POST CAP @ 24" O.C.
MAIN BEAM
PROJECTION ® INTERIOR CLIP
BEAM PROJECTION MAIN BEAM
INTERIOR POST
CLIP
HOST CONNECTION
1 (CONCRETE OR BLOCK)
D01
2"
N 0.045
SHADETUBE
0.070
1 $"
PROJECTION BEAM
INTERIOR CLIP
2" m.
PROJECTION BEAM
(TRUSS BEAM)
TRELLIS/ PROJECTION
2 & POST CONNECTION
D01
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0.062
1.062
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PROJECTION BEAM
EXTERIOR CLIP
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(1) #12 SELF DRILLING
SCREW AT EVERY TRUSS,
TYP.
SHADE
TUBES
(2) #12 SELF DRILLING TRUSS BEAMS
SCREW PER SIDE, TYP. @ 24 O.C.
SD BEAM SD BEAM
INTERIOR CLIP POST CAP
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(2) #14 SELF DRILLING �(4) #14 SELF DRILLING
SCREW PER SIDE, TYP. SCREW PER SIDE, TYP.
1 SD BEAM TO POST
D02 CONNECTION
SD POST
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SD BEAM
INTERIOR
CLIP
2 POST EMBEDMENT
D02
0
SD POST
Lo 0.125
Lo
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2.059
SLIDE BASE PLATE
COVER OVER POST
& BASE PLATE
(OPTIONAL)
REBAR 12" LONG
ROUGH POST, TYP.
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BASE Pl.
2.750
SD MAIN
BEAM
SLIDE BASE PLATE
COVER OVER POST
& BASE PLATE
4) #14 SELF DRILLING
-)CREW PER SIDE, TYP.
(6) CONCRETE ANCHORS
(SEE PAGE F01)
POST
3 ANCHOR CONNECTION
D02
316,E
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62"
SD BASE PLATE
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