HomeMy WebLinkAboutBuilding PlansGENERAL NOTES
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DESIGN CRITERIA:
GENERAL NOTES:
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APPLICABLE CODES, REGULATIONS &STANDARDS:
1. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED WITHOUT THE ORIGINAL
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THE 2020 FLORIDA BUILDING CODE, 7TH EDITION SPECIFICALLY
SIGNATURE & RAISED SEAL OF CRAIG E. GUNDERSON, P.E. ALTERATIONS, ADDITIONS OR
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CHAPTER 16 STRUCTURAL DESIGN, CHAPTER 20 ALUMINUM
OTHER MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR
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2. ASCE 7-16 & SE17
CERTIFICATION. PHOTOCOPIES AND UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED.
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3. AC1318 CONCRETE REFRENCE MANUAL.
2. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE
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4. AA ASM 35 & AA ADM 1
WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA BUILDING CODE SEVENTH EDITION
5. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS.
(2020). STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH ALL GOVERNING CODES.
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CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL BUILDING CODE
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WIND LOADS:
AMENDMENTS WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR SPANS BEYOND
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1. FBC TABLE 1604.5, RISK CATEGORY = I
STATED HEREIN MAY REQUIRE ADDITIONAL SITE SPECIFIC SEALED ENGINEERING.
2. FBC SEC 1609.4, EXPOSURE CATEGORY = C
3. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF
3. FBC SEC 1609.3, ULTIMATE DESIGN WIND SPEED = 150 MPH
THIS SYSTEM. WIND LOAD DURATION FACTOR Cd=1.6 HAS BEEN USED FOR WOOD
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ANCHOR DESIGN.
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4. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH
WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL
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SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE
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PERMITTING CONTRACTOR. , I
5. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE IMPOSING LOADS ON
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ROOF, INCLUDING BUT NOT LIMITED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY
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GREATER DESIGN CRITERIA. THIS ADDITIONAL ROOF LOAD CRITERIA SHALL BE PROPERLY
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DESIGN NOTES:
ANALYZED BY A LICENSED ENGINEER OR REGISTERED ARCHITECT.
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ALLOWABLE DESIGN PRESSURES UTILIZED IN THIS DOCUMENT HAVE BEEN
6. ALL FASTENERS TO BE #12 SAE GRADE 2 OR STAINLESS STEEL 304 UNLESS NOTED
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CALCULATED PER THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 7TH
OTHERWISE. FASTENERS SHALL BE CADMIUM -PLATED OR OTHERWISE
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EDITION (2020) & ASCE 7-16 USING ALLOWABLE STRESS DESIGN
CORROSION -RESISTANT MATERIAL AND SHALL COMPLY WITH "SPECIFICATIONS FOR
METHODOLOGY WITH THE CRITERIA AS OUTLINED HEREIN. THE CONTRACTOR
ALUMINUM STRUCTURES" BY THE ALUMINUM ASSOCIATION, INC., & ANY APPLICABLE
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SHALL CONTACT THE AUTHORITY HAVING JURISDICTION TO ENSURE
FEDERAL, STATE, AND/OR LOCAL CODES.
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APPROPRIATE CRITERIA TO BE USED BEFORE CONSTRUCTION BEGINS.
7. FOR ALUMINUM MEMBERS ALL ANCHORS SHALL BE SPACED WITH 2xDIAMETER END
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THE SYSTEM HAS NOT BEEN DESIGNED TO WITHSTAND CONCETRATED LOADS
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DISTANCE AND 2.5xDIAMETER MIN. SPACING TO ADJACENT ANCHORS, UNLESS NOTED ®
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FROM HUMAN ACTIVITY.
OTHERWISE.
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8. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS'.
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RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM
EMBEDMENT AND EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK, AND OTHER WALL—,
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DRAWING INDEX
FINISHES. REVIEWED F�
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SHEET NO.
DESCRIPTION
9. ALL CONCRETE ANCHORS SHALL BE INSTALLED TO NON -CRACKED CONCRETE O �xxY
10. WOOD HOST STRUCTURE & ALL WOOD MEMBERS SHALL BE "SOUTHERN YELLOVIY'O E COMPLIk =
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GENERAL NOTES
PINE" G=0.55 OR GREATER DENSITY. ^�rr1
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STRUCTURAL PLAN
ILA 11. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMR® 63
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FOUNDATION PLAN
MATERIALS TO PREVENT ELECTROLYSIS. BOC
D01
ROOF & PROJECTION BEAM DETAILS
12. ALL ALUMINUM SHALL BE 6005-T5 ALLOY AND TEMPER UNLESS NOTED OTHERWISE.
D02
POST& MAIN BEAM DETAILS
13. ALL STEEL ANGLES SHALL BE ASTM A1011 OR A653 GRADE 50 (Fy=50 KSI, Fu=65
D03
WOOD DECK DETAILS
KSI) OR BETTER.
14. ALL CONCRETE AND EPDXY TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 3000
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PSI IN 7 DAYS. �_
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15. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN
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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 INVALIDATE THIS CERTIFICATION.
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81-011
POST
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POST
f� 7'-911
RENAISSANCE MODERNO PATIO COVER
CONFIGURATION 2
EXISTING MANUFACTURED HOME
4TH WALL ATTACHMENT
3"X.024"X1 LB
_ N COMPOSITE PANELS
FL #7561.1-R5
SLOPE 1/4" PER FT
18' -0" _
20'-0"
MAIN BEAM
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P.
6'-0"-620'Y -�F 6'-0"
18' -0"
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POST X Y X
2X2 DJ
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2X2 DJ
N CODE COMPLIANCE
POST N X ST. LUCIE COUNTY
7'-9" BOCC
MAIN BEAM
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F- 18'-0"
4TH WALL CONSTRUCTION
CONFIGURATION
DESIGNATION
POST
POST INSERT
MAIN BEAM
BEAM INSERT
1
SD post and beam system
3.875"X3.875"X0.090"
NONE
2.75"X7.00"X0.080"
NONE
2
SD post and beam system with beam insert
3.875"X3.875"X0.090"
NONE
2.75"X7.00"X0.080"
1-2.464"X6.777"
3
HD post & beam system
3.875"X3.875"X0.188"
NONE
2.75"X7.00"X0.125"
NONE
4
WD post & beam system
6.00"X6.00"X0.125"
NONE
4.875"X7.00"X0.125"
NONE
5
WD post & beams stem with post & beam inserts
6.00"X6.00"X0.125"
5.368"X5.368"X0.125"
4.875"X7.00"X0.125"
1-4.5891IX6.777"
SEE SECTION DETAILS ON PAGES D01 & D02
(6) 3/811 X 411
LAG SCREWS
511
311
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201-011
POST LOCATION AT
PROPOSED WOOD DECK
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REVIEWED FOR
CODE COMPLIANCE
ST. ILUCIE COUNTY
BOCC
1"x5"x2" WIDTH EXTRUDED GUTTER BRACKET I
1"x5"x2" WIDTH EXTRUDED GUTTER BRACKET
(THICKNESS OF LEG @WOOD SCREW SHALL BE I
(THICKNESS OF LEG @ WOOD SCREW SHALL BE
RECEIVING CHANNEL WITH
0.125" MIN., LONG LEG SHALL BE 0.072" MIN.)
0.125" MIN., LONG LEG SHALL BE 0.072" MIN.)
#12 SELF DRILLING SCREW
@EACH BEAM w/(2) #10x3/4" SMS @ V SPACING
@ EACH BEAM w/(2) 410.3/4" SMS @ 1" SPACING
@ 8" O.C. 1" FROM ENDS TOP &
INTO GUTTER LIP. INSTALL GUTTER BRACE AT
INTO GUTTER LIP. INSTALL GUTTER BRACE AT
BOTTOM OR EITHER SIDE WITH
MIDPOINT BETWEEN BEAMS & INCLUDE 2"
MIDPOINT BETWEEN BEAMS &INCLUDE 2"
SCREW THROUGH ENTIRE
GUTTER BRACE AT EACH BEAM LOCATION.
GUTTER BRACE AT EACH BEAM LOCATION.
PANEL, TYP.
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STRUCTURAL
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INSULATED PANEL
STRUCTURAL
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PERSEPERATE
INSULATED PANEL
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CERTIFICATION, TYP.
PER SEPERATE
EXISTING HOST STRUCTURE;�;.:•
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EXISTING HOST STRUCTURE
CERTIFICATION, TYP.
(DESIGNED BY OTHERS) i
(DESIGNED BY OTHERS)
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(z) #10 SM(2) #14 WOOD SCREWS @ 1"
#14SMSS
(2) #14 WOOD SCREWS @ 1"
(2) #12 SMS
SPACING @EACH PROJECTION BEAM
AT 12" O.C.
SPACING @ EACH PROJECTION BEAM
AT 12" O.C.
& (1) @ 18" O.C. MAX.
& (1) @ 18" O.C. MAX.
MIN. EMBEDMENT SHALL BE 2". - I
MIN. EMBEDMENT SHALL BE 2".
HOST CONNECTION
1 (GUTTER AT FASCIA -OPTION I)
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RECEIVING CHANNEL WITH
412 SELF DRILLING SCREW
STRUCTURAL
@8"O.C. 1" FROM ENDS TOP&
INSULATED PANEL
BOTTOM OR EITHER SIDE WITH
SCREW THROUGH ENTIRE
PER SEPERATE
PANEL, TYP. HOST STRUCTURE
CERTIFICATION, TYP.
STRUCTURAL
INSULATED PANEL WITH BUILT-IN FASCIA
PER SEPERATE (BY OTHERS), TYP.
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CERTIFICATION, TYP.
WOOD FASCIA
3 HOSTCONNECTION
D01
RECEIVING CHANNEL WITH
#12 SMS @ 8" O.C.
TOP & BOTTOM.INTO PAN EL AND
(2) #12 SMS @ 12" O.C.
INTO 2X8SMB
STRUCTURAL
INSULATED PANEL
PER SEPERATE
CERTIFICATION, TYP.
(1) 1/4" DIA. WOOD SCREW
SPACED 1" MIN., WITYH
1.5" THREAD
PENETRATION MIN. & 1"
EDGE DISTANCE @ EVERY
12" O.C, TYP.
HOST CONNECTION
2 (GUTTER AT FASCIA - OPTION 2)
DO1
RECEIVING CHANNEL WITH
#12 SELF DRILLING SCREW
@ 8" O.C. 1" FROM ENDS TOP &
BOTTOM OR EITHER SIDE WITH
SCREW THROUGH ENTIRE
PANEL, TYP. (1) 1/4" DIA. TAPCON WITH
2.5" EMBEDMENT INTO 3KSI"
OR GROUT FILLED CELLS WITH
p A S" MIN SPACING & 6" EDGE
• • , p DISTANCE @ 24" O'.C, TYP.
!��• p EXISTING
CONCRETE OR CBS
p$ WALL, TYP.
HOST CONNECTION
q (CONCRETE OR BLOCK)
D01
1"x5"x2" WIDTH EXTRUDED GUTTER BRACKET
(THICKNESS OF LEG @ WOOD SCREW SHALL BE
0.125" MIN., LONG LEG SHALL BE 0.072" MIN.)
@ EACH BEAM w/(2) #10x3/4" SMS @ 1" SPACING
INTO GUTTER LIP. INSTALL GUTTER BRACE AT
MIDPOINT BETWEEN BEAMS & INCLUDE 2"
GUTTER BRACE AT EACH BEAM LOCATION.
j EXISTING HOST STRUCTURE
m (DESIGNED BY OTHERS)
X (2) #lO SMS (2) #14 WOOD SCREWS @ 1"
^' SPACING @ EACH PROJECTION BEAM
& (1) @ 18" O.C. MAX.
MIN. EMBEDMENT SHALL BE 2".
(2) #12 SMS AT 12" O.0
/ � HOST CONNECTION
(° > (PANEL AT GUTTER/FASCIA)
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STRUCTURAL
INSULATED PANEL
PER SEPERATE
CERTIFICATION, TYP.
Fr 6 -
,-Jac
m
0-07
3" ROOF
REC CHANNEL
PROJECTION
INTERIOR CLIP
(4) #14 SELF -DRILLING
SCREW PER SIDE, TYP.
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COREVIEWED FOR
CWE I C®N`E71, PLIANCC )E
ST.L;CIECOIN!C17
!BOCC
TRELLIS/ PROJECTION
5 & POST CONNECTION
D01
ATTACH TO CARRY BEAM
W/ #12 SELF -DRILLING SCREW
W/ 1" OD WASHER
@6" O.C, TYP.
MAIN
ROOF & PROJECTION BEAM DETAILS
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DESIGN DATE: 04/29/2021
REVISION 1: 06/29/2021 PAGE :
REVISION 2: DATE D01
SCALE: NTS
12" 1.5" MAX MAX, TYP.
SD BEAM
ATTACH TO CARRY BEAM
W/ #12 SELF -DRILLING SCREW
W/ 1" OD WASHER
@6" O.C, TYP.
■
(4) #14 SELF DRILLING
SCREW PER SIDE, TYP.
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POST CAP
MAIN BEAM \_SD BEAM
INTERIOR CLIP
SD POST
1 SD BEAM TO POST
D02 CONNECTION
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INTERIOR
CLIP
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BEAM
SLIDE BASE PLATE
COVER OVER POST
& BASE PLATE
24T(OPTIONAL)
2 POST EMBEDMENT
D02
SD MAIN BEAM
INSERT
REBAR 12" LONG
ROUGH POST, TYP
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BASE PI
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNT'
BOCC
POST
3 ANCHOR CONNECTION
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SLIDE BASE PLATE
COVER OVER POST
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4) #14 SELF DRILLING
CREW PER SIDE, TYP.
(6) CONCRETE ANCHORS
(SEE PAGE 4)
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DESIGN DATE: 04/29/2021
POST & MAIN BEAM DETAILS REVISION 1: 06/29/2021 PAGE :
REVISION 2: DATE DO,
(TO BE USED WITH CONFIGURATIONS 1 & 2) SCALE: NTS
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BC/BCS Post Cap LCE/AC Retrofit Post Caps LPC Post Cap ~
For single -member solid sawn beams. Connects Two-piece cap may be installed before or after lumber Two-piece cap adjusts for PCZ/EPCZ Post Caps
double 2x�3 to a 4x post or triple 2x§ to a 6x post. is in place when the sides of the post and beam are beams smaller than post Width. Connects beams at the top of the post.
ZMW dating or stainless steel recommended, flush. ZMAX coating or stainlesssteel recommended. Features a ZMAX coating. Features ZMAX coating.
IN LIEU OF 6X6 POST MUST USE 4X4 WITH APPROVED POST CAP CONNECTION OPTIONS
DECK POST TO DECK BEAM CONNECTION DETAIL SCALE: NTS STAIR CONNECTION DETAIL SCALE: NTS
2XPTTREADS
1BEAM PER PLAN
(2)2 DIAMETER
THROUGH -BOLTS , SIMPSON STRONG TIE
WITH WASHERS APPROVED TA102 EACH END
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• 2) 2X6
PER PLAN �.-
���} IMPSON STRONG TIE
POST PER PLAN - ( �- LSCZ
I 2 I tl POST PER PLAN
.IN POST CAP _CONCRET 2) 2X12PT STRINGER
NOTCHED POST
rl"CIIMPOIITEDECI
JOIST PER PLAN
W/ LUC JOIST HANGER
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Simpson Strong -Tie
ABA66
WOOD DECK PROFILE
SCALE: N.T.S.
RPBZ OPTIONAL
POST ATTACHMENT
POST BASE ATTACHMENT SCALE: NTS
- DESIGN CRITERIA:
AMERICAN WOOD COUNCIL, PRESCRIPTIVE RESIDENTIAL
WOOD DECK CONSTRUCTION GUIDE
WOOD DECK NOTE:
1. ATTACH JOIST TO BEAM WITH HURRICANE CLIPS
(SIMPSON STRONG TIE H2.5A OR EQUIV) ON BOTH SIDES
2. DOUBLE 2X8 BEAMS SITTING ON NOTCHED POSTS
(SIDE ATTACHMENT WITH THRU BOLTS NOT ALLOWED)
3. 6X6 PT POST INSERTED INTO I&(l8'kl0" DEEP FOOTING.
MAINTAIN MIN.3" CONCRETE COVER BETWEEN BOTTOM OF
POST AND SOIL. INSERT No.5 REBAR 6" FROM BOTTOM OF CONCRETE.
4. "ALTERNATE' POST CONNECTION FOR EXISTING CONCRETE:
CONNECT POST TO CONCRETE USING SIMPSON STRONG TIE
RETROFIT POST BASE RPBZ OR EQUIVALENT.
5. WOOD DECK TO BE BUILT IN ACCORDANCE WTIH AWC STANDARDS.
6.ALL PRE APPROVED SIMPSON STRONG TIE OR SIMILAR MUST BE
FASTEN PER MANUFACTURER INSTALLATION INSTRUCTIONS AND
SPECIFICATIONS. R EVI E {'DIY/ E®
7. FOR WOOD DECK BUILD IN FLOOD ZONE, WOODEEN DEC
MUST BE CONSTRUCTED WITH FLOOD RESISTANT MATERI S.
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NOTCHED POST CORNER OPTION #2
SCALE: N.T.S.
EXISTING MOBILE HOME
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SCALE : N.T.S.
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DESIGN DATE: 04/29/2021
REVISION 1: 06/29/2011 PAGE :
REVISION 2: DATE DO.
SCALE: NTS