HomeMy WebLinkAboutConstruction PlansGENERAL NOTES-,
DESIGN CRITERIA:
APPLICABLE CODES, REGULATIONS & STANDARDS:
1. THE 2017 FLORIDA BUILDING CODE, 6TH EDITION SPECIFICALLY
CHAPTER 16 STRUCTURAL DESIGN, CHAPTER 20 ALUMINUM &
CHAPTER 23 WOOD.
2. ASCE 7-10. & SE17
3. NDS NATIONAL DESIGN SPECIFICATION FOR WOOD.
4. ACI318 CONCRETE REFRENCE MANUAL.
5. PCI PRECAST & PRESTRESSED CONCRETE.
6. AA ASM 35 & AA ADM 1
WIND LOADS:
1. BUILDING OCCUPANCY CATEGORY, PARAGRAPH 1604.5 & TABLE
1604.5: RISK CATEGORY 1.
2. BASIC WIND SPEED, TABLE 1609C, STATE OF FLORIDA DEBRIS
REGION & BASIC WIND SPEED, PARAGRAPH 1609.3.1 & TABLE
1609.3.1 EQUIVALENT BASIC WIND SPEED: 150
MPH EXPOSURE CATEGORY, PARAGRAPH 1609.4.3: C
3. ALUMINUM FBC 2017 CH. 20 TABLE 2002.4
DESIGN NOTES:
ALLOWABLE DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN
CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE SIXTH
EDITION (2017) & ASCE 7-10 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.
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 SIXTH EDITION
(2017). 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 SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION
FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS
DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE
SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT.
6. 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.
7. 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.
8. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPACED WITH 2xDIAMETER END
DISTANCE AND 2.5xDIAMETER MIN. SPACING TO ADJACENT ANCHORS, UNLESS NOTED
OTHERWISE.
9. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS'
RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM
EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL
FINISHES.
10. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE ONLY.
11. WOOD HOST STRUCTURE & ALL WOOD MEMBERS SHALL BE "SOUTHERN YELLOW
PINE" G=0.55 OR GREATER DENSITY.
12. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR
MATERIALS TO PREVENT ELECTROLYSIS.
13. ALL ALUMINUM SHALL BE 6005-T5 ALLOY AND TEMPER UNLESS NOTED OTHERWISE.
14. ALL STEEL ANGLES SHALL BE ASTM A1011 OR A653 GRADE 50 (Fy=50 KSI, Fu=65
KSI) OR BETTER.
15. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000
PSI IN 7 DAYS.
16. 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.
17. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR
AFFIRMATIONS ARE INTENDED.
18. ALTERATIONS, ADDITIONS, HIGHLIGHTING, OR OTHER MARKINGS TO THIS
DOCUMENT ARE NOT PERMITTED AND INVALIDATE THIS CERTIFICATION.
SYSTEM NOTES:
PERGOLA SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATION ISSUED BY
RENAISSANCE PATIO.
SYSTEM NOTES:
1. REFER TO AFOREMENTIONED MANUFACTURER ISSUED ASSEMBLY MANUAL FOR
ALL CONNECTION DETAILS THAT ARE NOT ILLUSTRATED HEREIN.
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BOTTOM OR EITHER SIDE WITH
SCREW THROUGH ENTIRE
PANEL, TYP.
WOOD FASCIA
1 HOSTCONNECTION
6 SCALE: N. T. S DETAIL
SLIDE BASE PLATE
COVER OVER POST
AND BASE PLATE
6 POST EMBEDMENT
6 SCALE: N. T. S DETAIL
TO BE USED WITH ALL
FREESTANDING STRUCTURES
MAY BE USED FOR ATTACHED
STRUCTURES AT
CONTRACTOR DISCRETION
HOST STRUCTU RE
WITH BUILT-IN FASCIA
(BY OTHERS), TYP.
(1) 1/4" DIA. WOOD SCREW
SPACED 1" MIN., WITYH
1.S" THREAD
PENETRATION MIN. & 1"
EDGE DISTANCE @ EVERY
12" O.C, TYP.
SLIDE BASE PLATE
COVER OVER POST
AND BASE PLATE
i REBAR 12" LONG
1RU POST, TYP.
(6) CONCRETE
ANCHOF
STRUCTURAL
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PER SEPERATE
CERTIFICATION, TYP.
(4) #14 SELF DRILLING
SCREW PER SIDE, TYP.
POST
5 ANCHOR CONNECTION
6 SCALE: N. T. S DETAIL
TO BE USED WITH
HOST ATTACHE D
STRUCTURES ONLY
RECEIVING CHANNEL WITH
#12 SELF DRILLING SCREW
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BOTTOM OR EITHER SIDE WITH
SCREW THROUGH ENTIRE
PANEL, TYP.
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STRUCTURAL
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PER SEPERATE
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4 POST CONNECTION
6 SCALE: N. T. S DETAIL
. .. .:. . . .. . .
(2) #14 SELF -DRILLING
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(4) 414 SELF -DRILLING
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WITH HOST ATTACHED SYSTEM
HOST MOUNTED SYSTEM
(REFER TO DETAIL 5/6)
WIND SPEED
(EXPOSURES B
& C)
ALL PROJECTION -BEAM
SPAN, ALL MAIN BEAM
SPAN
120 MPH
ANCHOR TYPE #1 ANCHOR TYPE #2
150 MPH
ANCHOR TYPE #1 ANCHOR TYPE #2
170 MPH
ANCHOR TYPE #1 ANCHOR TYPE #2
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 3KS1 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"
2
5"
38
3 ANCHOR SCHEDULE
"_') SCALE: N. T. S
1"
2
4 ANCHORS TO BASE PLATE
g SCALE: N. T. S
,_FOOTER_,
WIDTH
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U-
REBAR NOT SHOWN
FOR CLARITY
PLAN VIEW
(2) #5 LONGITUDINAL
REBAR AT BOTTOM
REBAR AT TOP
QUANTITY EACH WAY
PER SCHEDULE
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FOOTER I �REBAR AT BOTTOM
WIDTH --1 QUANTITY EACH WAY
PER SCHEDULE
1 TYPICAL FREESTANDING FOOTING
g SCALE: N. T. S
TYPICAL HOST
ETAIL 5/6
#4 REBAR @ 6" O.C.
DOWELED INTO
EXIST. SLAB MIN 4"
SET IN EPDXY, TYP.
SLAB
:LL
COMPACTED SOIL
(BY OTHERS)
2 ATTACHED STRIP FOOTING
"_') SCALE: N. T. S
FOOTER REINFORCEMENT
FOOTER
WIDTH
NUMBER OF #5
REBAR EACH WAY
TOP
BOTTOM
29"
3
3
35"
3
3
40"
3
3
FOOTING SCHEDULE NOTES:
1. PROVIDES THE REQUIRED FOOTER
REINFORCEMENT FOR THE RESPECTIVE
FOOTER SIZE.
2. REQUIRED REINFORCEMENT IS BASED ON UP
TO 30" DEEP FOOTERS.
3. SEE DETAIL 1/7 FOR DEFINITION OF FOOTER
WIDTH & DEPTH.
4. ALL REINFORCEMENT SHALL HAVE A MINIMUM
CLEAR COVER OF 3".
5. ALL REINFORCEMENT SHALL BE DEFORMED
BARS OF INTERMEDIATE GRADE NEW BILLET
STEEL CONFORMING TO CURRENT
REQUIREMENTS OF ASTM A615, GRADE 60
(U.N.O.), FREE FROM OIL, LOOSE SCALE AND
LOOSE RUST; AND BENT, LAPPED, PLACED,
SUPPORTED AND FASTENED ACCORDING TO
THE "ACI DETAILING MANUAL" AND ACI 318.
ALL STEEL SHALL BE SECURELY HELD IN
PLACE DURING POURING OF CONCRETE. IF
REQUIRED, ADDITIONAL BARS SHALL BE
PROVIDED BY THE GENERAL CONTRACTOR TO
FURNISH SUPPORT FOR ALL BARS
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