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HomeMy WebLinkAboutPLANSTABLE OF ROOF BEA COLUMNS, PURLINS A `I WIND SPEED. THE TABLES BELOW ARE BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FLORIDA BUILDING CODE (FBC), CHAPTERS 16 AND 20, AND OTHER REFERENCES SUCH AS ALUMINUM ASSOCIATION OF FLORIDA (AAF) "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS-. STRUCTURAL VALUES FOR EXTRUDED ALLOY 6005T5 ARE TAKEN FROM THE ALUMINUM DESIGN MANUAL. 2015 EDITION. TABLE 1 MAIN ROOF MEMBER SCHEDULE - MEMBER MAR MAN WEIGHT MATERIPA THICKNESS LENGTH DESIGN BASIS # I SKIN POLY I SKIN I FT. IFL PROD. APPR. :PAN ROOF #1 RHINO (OR=) PR7 1 (OR =) 0.024 x 3 x 12 1 ALUM 1 3' 1 0.024' (OR EQUAL) 1 27'-0' METALS BLDG PROD FL18464, DTD 9-11-15 TABLE 2 MAIN MEMBER SCHEDULE MEMBER I MAR14 SIZE I MATERIAL I TYPE I THICKNESS I LENGTH DESIGN BASIS b x t I ALLOY I W I F I FT. ROOF BEAM # 1 ROOF BEAM # 2 MID BEAM #1 COLUMN # 1 COLUMN # 2 CARRIER BEAM # 1 KNEE BRACE #1 KNEE BRACE #2 R1 2XI0 ALUM SMB 0.092 0.374 25'-0" CALCULATION R2 2x9 ALUM SMB 0.082 0.306 25'-0" CALCULATION M1 2x5 ALUM SMB 0.050 0.116 9'S" CALCULATION Cl 4x4-12 ALUM TUBE 0.090 0.090 12'-8" CALCULATION C2 4x4-12 ALUM TUBE 0.090 0.090 IT-8' CALCULATION CBI 2x9 ALUM SMB 0.082 0.306 19'-6" CALCULATION KB1 2x4H ALUM HOLLOW 0.050 0.050 2'-10' CALCULATION KB2 2x8 ALUM SMB 0.072 0.224 - T-10" CALCULATION THIS PAN ROOF COVERED CARPORT AREA 15 LOCATED IN A RESIDENTIAL COMMUNITY EAST OF U. S. ROUTE 1 AND SOUTH OF EDWARDS ROAD IN FORT PIERCE. THE ENCLOSURE HAS MANY BUILDINGS AROUND IT. UNDER THE EXPOSURE CATEGORIES LISTED IN SECTION 1609A.3 OF THE FLORIDA BUILDING CODE THIS ENCLOSURE SHALL BE CALLED AN EXPOSURE W. ACCORDING TO THE COMPUTER PROGRAM'WINDSPEED BY LOCATION-, A PRODUCT OF 'APPLIED TECHNOLOGY COUNCIL' THE DESIGN WIND LOAD REQUIREMENTS FOR A RISK CATEGORY 1 ENCLOSURE IN THIS LOCATION IS DICTATED BY A WIND SPEED OF 147 MPH. TO BE VERY CONSERVATIVE, THE DESIGN PARAMETERS EXPOSURE W. RISK THE PAN ROOF CARPORT IS 11'-0" IN THE FRONT AND IZ-0" IN THE BACK WITH A RUN OF 25 FEET BETWEEN THE FRONT AND BACK COLUMNS, WHICH GIVES THE A SLOPE OF ABOUT 0.50 INCHES PER FOOT. THE NEW PAN ROOF CARPORT IS BEING ERECTED ON ANEW NOMINAL 4" SLAB THAT WILL HAVE AN 12' x 12' PERIMETER FOOTER, WHICH WILL BE POURED IN ACCORDANCE WITH ITEM 10 OF THE'SPECIFICATION NOTES AND DESIGN PARAMETERS' ON THIS SHEET. IN ADDITION TO THE SLAB AND PERIMETER FOOTER ALL EIGHT 4x4 COLUMNS WILL BE EMBEDDED 20"IN A TWO FOOT CUBE ISOLATED FOOTER. THE COLUMNS WILL HAVE TWO (2), 12- LONG, #5 REBARS GOING THRU THE COLUMN AT ABOUT 5' AND 10" FROM THE BOTTOM, NINETY DEGREES FROM EACH OTHER. ALL CONCRETE SHALL BE FIBER MESH AND POURED MONOLITHICALLY.. THIS FOUNDATION IS ACCEPTABLE FOR THIS PAN ROOF CARPORT. ALLSIDES OF THE CARPORT ARE TO BE LEFT OPEN. NOTE THAT THE CARPORT WILL HAVE A KNEE BRACE BETWEEN ALL ROOF BEAMS AND THEIR RESPECTIVE COLUMNS, AT THE FRONT AND THE BACK EDGE. THERE IS ALSO KNEE BRACES �RAMETERS: THIS DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16 & 20 OF THE FLORIDA BUILDING CODE (FBC), STH EDITION (2014) BUILDING, USING THE ALLOWABLE STRESS DESIGN PRESSURES LISTED IN TABLE 2002A AND TABLE 20D2.4A. THE AAF STANDARDS OF THE "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS" FOR TABLE 1 ARE APPUED. A DESIGN BASICS: THIS CARPORT IS A RISK CATEGORY I STRUCTURE. HEIGHT 11'-0', 150 MPH, EXP.'B' B WIND IMPORTANCE FACTOR (0.77) AND BUILDING CLASSIFICATION RISK CATEGORIES ARE FROM FBC, TABLE 1604.5 AND AREA LOCATION WIND SPEED PER FBC, FIGURE 1609C. BUILDING CLASSIFICATION PER TABLE 27.2-1, ASCE 7-10. C DESIGN PRESSURE; FOR SOLID ROOF @ 25.00 PSF PER TABLE 2002A. D MAXIMUM HEIGHT: HEIGHTS HIGHER THAN LISTED ABOVE REQUIRE SITE -SPECIFIC DESIGN BY THE ENGINEER OF RECORD. E ALLOWABLE DEFLECTION: L 160 MINIMUM, AS SPECIFIED IN TABLE #1604.3 OF FBC. F CONTINUOUS LOAD PATH IS PROVIDED WITHIN THE CALCULATIONS USING ALLOWABLE STRESS DESIGN PRESSURES. MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD): A ALL EXTRUSION MATERIALS SHALL BE ALUMINUM ALLOY# 6005T5 OR# 6061T6; ALLOY # 6063T6 IS NOT ACCEPTABLE. B FASTENERS: ALUMINUM ALLOYS #2024-T4 & #7075-T6, DOUBLE CAD -PLATED STEEL, HOT -DIPPED GALVANIZED STEEL OR 300SEFUES STAINLESS STEEL IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE FOR SEPARATION OF DISSIMILAR MATERIALS AS DEFINED IN THE FBC. HE/SHE MAY IMPLEMENT ANY OF THE MEANS LISTED IN THESE SECTIONS. ALTERNATIVES MUST BE REVIEWED AND APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ANY INSTALLATIONS UTILIZING THE SUBJECT METHODS. C SCREEN CLOTH: SHALL BE VINYL -COATED, WOVEN.FIBERGLASS,.MAXIMUM DENSITT OF 18 X 14, 58% OPEN MINIMUM. OTHER SCREEN DENSITY REQUIRE ADDITIONAL ENGINEERING CONSIDERATION. D ANY CONNECTION USED, THAT IS NOT SHOWN ON THESE SHEETS, MUST MEET ALL FBC AND AAF GUIDELINES. E MATERIAL UPGRADES (STRONGER AND/OR HIGHER GRADE MATERIALS) CAN BE SUBSTITUTED AT ANY TIME. F A 2x2 OR A 2x3 SNAP MEMBER CAN ALWAYS REPLACE A Zx2 OR A 2x3 HOLLOW MEMBER, RESPECTIVELY. G WHEREVER SCREENING OR KICKPLATES ABUTS THE HOUSE OR CONCRETE THE MEMBER USED TO SUPPORT THAT SCREENING OR KICKPLATE WILL BE A 1"x 2" x 0.046" O.B. OR STRONGER ALUMINUM MEMBER. H ALL DOOR JAMS (DJ) SHALL BE 2" x2" x 0.046" ALUMINUM MEMBERS OR STRONGER. I IT IS ALWAYS ACCEPTABLE TO ADD OR RELOCATE A SCREEN DOOR AS LONG AS THE COLUMNS ARE NOT DISTURBED. 3 ALL HOUSE FASCIA DETAILS, BOLTING OR SCREW SELECTIONS, BEAM SPLICE DETAILS, DIAGONAL -K- BRACING DETAILS, COLUMN TO BEAM DETAILS, STRUCTURAL GUTTER DETAILS, WALL AND FASCIA DETAILS, CORNER ANCHOR DETAILS, ROOF BRACING DETAILS, EAVE BRACING DETAILS, ETC., IF NOT EXPLICITLY OUTLINED ON THIS SPECIFICATION, SHALL BE IN ACCORDANCE WITH HE LATEST FBC EDITION, INCLUDING THE AAF. ALL INTERNAL CONNECTIONS SHALL MEET THE FBC (AAF) AND THERE CNSTALLATION ARE THE RESPONSIBILITY OF THE CONTRACTOR. 4 THE LOCATION OF ALL,'K" BRACING, WIND BRACING, EAVE RAILS AND CHAIR RAILS, ALONG WITH ANY DESIGN ABNORMALITY, ARE SHOWN AND/OR LISTED ON SHEET 2, THE "SITE SPECIFIC DRAWING". 5 ALL STRUCTURES ERECTED ON CONCRETE SLABS AND / OR FOOTERS SHALL BE CALCULATED TO ASSURE THERE IS SUFFICIENT HOLD DOWN CAPABILITY TO MEET THE REQUIREMENTS OF A THE ENCLOSURE. i 6 THE AVERAGE SPACINIS BETWEEN BEAMS IS SHOWN ON THE "SITE SPECIFIC DRAWING". THE ACTUAL SPACING BETWEEN ANY TWO BEAMS MUSTBE THE LISTED SPACING, +/-2-. THE OVERALL AVERAGE SPACING MUST BE EQUAL TO THE AVERAGE SPACING SHOWN ON THE "SITE SPECIFIC DRAWING". ALL SPACING MUST NEVER BE GREATER THAN 8.0' O.C. BETWEEN EACH ROOF BEAM AND THEIR RESPECTIVE CARRIER BEAM. THE CARPORT DESIGN DRAWING IS SHOWN ON 7 IN LIEU OF'SITE SPECIFIC ENGINEERING" AN EXISTING SLAB SHALL MEET THE FOLLOWING REQUIREMENTS: SHEET 2. THE PAN ROOF CONNECTION DRAWINGS, WHICH ESSENTIALLY THE SAME AS THE POLY ROOF CONNECTION I A THE SLAB MUST BE IN GOOD CONDITION, 4" OR GREATER THICKNESS, CONSTRUCTED WITH REBAR, WIRE OR FIBER MESH. DRAWINGS, ARE SHOWN ON SHEET 3. ADDITIONAL CONNECTION DRAWING FOR COLUMNS, KNEE BRACES B ALL HOLD DOWN FASTENERS MUST BE NO MORE THAN 12" ON CENTER WITH MINIMUM ENGAGEMENT OF 2-1/4". CONNECTIONS. CHANNEL CONNECTIONS. ETC. ARE SHOWN ON SHEET 4. 8 ALL NEW SLABS, WITH OR WITHOUT FOOTERS, SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM: A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, B 4" NOMINAL PATIO SLAB REQUIRES A VAPOR BARRIER IF THE SLAB ABUTS LIVING QUARTERS, C 4" NOMINAL PATIO SLAB WITH CONCRETE @ 3000 PSI (MIN.) WITH FIBER MESH OR REBAR AND WIRE, D SHALL BE SECURED TO.EXISTING CONCRETE WITH #5 REBAR EVERY 24- O.C. TO AVOID SETTLEMENT, IF APPLICABLE. ( 9 ALL NEW PERIMETER FOOTERS SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM: A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, B CONCRETE @ 3000 PSI (MIN.) WITH ONE #5 REBAR FOR 8" x 8' AND TWO #5 REBAR FOR LARGER FOOTERS. 10 ALL NEW PERIMETER FOOTER POURED WITH A SLAB SHALL MEET THE FOLLOWING CONDITIONS: A PERIMETER FOOTER AND THE SLAB SHALL BE MONOUTHICALLY POURED, B ALL REQUIREMENTS OF ITEMS 8 AND 9 ABOVE. 11 ALUMINUM IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PROTECTED WITH AN ALKALI RESISTANT COATING. 12 THIS DRAWING COVERS ONLY THE ITEMS LISTED IN THE TITLE BOX. ANY OTHER TASK, SUCH AS ELECTRICAL, PLUMBING, ETC, SHALL BE BY OTHERS AND SHALL BE COVERED BY A SEPARATE DESIGN DOCUMENT. PAN ROOF CARPORT DWG. # SFAP-2016-213, REV. 0 March 15, 2016 SHEET 1 OF 4 GENERIC DESIGN DATA SOUTH FLORIDA ALUM. PROD. 4807 SOUTH US HIGHWAY 1 FORT PIERCE, FL 34982 OFFICE (772) 466-0913 FAX (772) 466-1074 LOCATION: NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE SCANNED BY St. Lucie County DRAWING IS ONLY ACCEPTABLE BUILDING PERMITS & ONLY WHEN IT THE ENGINEER OF RECORD'S RAISED —COPIES ARE NOT DEEMED VAUD. R. A. DUNLEA, P.E. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN CONSENT OF R. A. OUNLEA. R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdun IeaCDcenturVlink.net FLORIDA P.E.1,ha.No. 42835 TH00 *.� 7� i �U 'D 4V 90,� •• STA OF ? k/; • A P •' ? : GRID . ���ip�ONnl rGr1.�4t. 12'-0" 11'-0" I LEFT SIDE ELEVATION VIEW (RIGHT SIDE SAME AS LEFT SIDE) NOTE: THE RIGHT SIDE IS AN EXACT MIRROR IMAGE OF THE LEFT SIDE. NOTE: THE BACKSIDE IS THE SAME AS THE FRONT SIDE EXCEPT THE BACK SIDE IS 12" HIGHER. .NOTE: ALL EIGHT (8) COLUMNS WILL BE EMBEDDED 20" DEEP IN A 24" x 24" x 24" ISOLATED FOOTER. THE COLUMNS WILL HAVE TWO (2) #5 REBARS, 12" LONG, THRU THEM AT ABOUT 5" AND 10" FROM THE BOTTOM OF THE COLUMN. THE REBAR WILL BE 90 DEGREES FROM EACH OTHER. SITE SPECIFIC DRAWING CBI 2x9 CBI 2x9 CBI 2x9 CBI 2x9 CB1 2x9 CBI 2x9 KB1 2x4H KB TYP. C2 4x4x0.125 C2 4x4x0.125 C2 4x4x0.125 C2.4x4x0.125 Rl-> <-2x10 R7-> <.2x10 Rl-> <.2x10 Rl-> <-2x10 R7-> <-2x10 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF wl 0.024"THICKNESS w/ 0.024"THICKNESS w/ 0.024"THICKNESS M1 2x7 M1 2x7 MI 2x7 M1 2x7 M1 2x7 M1 2x7 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF w/ 0.024"THICKNESS w/ 0.024"THICKNESS w/ 0.024"THICKNESS <-R2 Rl-> <-2x10 Rl- <-ZOO Rl-> <-2x70 Rl-> <-2x10 R1-> <-2x10 R2-> o-2x9 2x9-> MI 2x5 MI 2x5 M1 2x5 M1 2x5 M1 2x5 M1 2x7 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF RHINO PAN ROOF w/ 0.024"THICKNESS w/ 0.024"THICKNESS 24"THICKNESS Rl-> <-2x10 R1-> <-2xI0 R1-> <-2x10 Rl-> <-2x10 JRl-><-2)(10 Cl 4x4x0.125 KBI 2x4H KB TYP. C1. 4x4x0.125 C1. 4x4x0.125CI 4x4x0.l25 CB1 2x9 CBI 2x9 CBI 2x9 CB1 2x9 CB1 2x9 2x9 3" x 12" RHINO PAN ROOF w/ 0.024"THICKNESS 10" NOTE: THE 2 FOOT CUBE ISOLATED FOOTERS, THE NOTE: THE CHANNEL CONNECTION TO CONNECT THE NOTE: THE PAN ROOF WILL BE SECURED TO THE 12" x 12" PERIMETER FOOTERS AND THE NOMINAL ROOF BEAM TO THE CARRIER BEAM IS SHOWN ON ROOF BEAMS, MID BEAMS AND THE CARRIER 4" SLAB WILL ALL BE MONOLITHICALLY POURED. SHEET 4. BEAMS USING 1" LONG, #14 SMS, WITH A LEAK RESISTANT WASHERS. THE SCREWS SHALL BE 6" O.C. ON THE EDGES AND 6" O.C. IN THE FIELD. 10'-2" <-Cl <-4x4x0.125 C14, <-4x4x0.125 C1-> <4x4x0.125 C1-> '-0" 4x4x0.125-> NOTE: THE CONCRETE SLAB AND FOOTERS SHALL COVER AT LEAST 60'-6" BY 25'-6", PLUS THE EXTRA AREA FOR THE ISOLATED FOOTERS. #5 REBAR 12" LONG P. ` =i10MINALA"SSLAB: w/-t2"-_lir;7 "r`PERIMETER,FGOTER S8PF); `,`iNOMiNAL'4":SLAB�w/12k`--`t2"-:F'ERIME7ER FOOTERS:". :'NOMINAL;"ESLAB.W/„S2:.aX*t2,".`:PERIMETERFOOTER'" ``` i FRONT ELEVATION VIEW (FRONT SIDE SIMILAR TO BACK SIDE) PAN ROOF CARPORT DWG. # SFAP-2016-213, REV. 0 March 15, 2016 SHEET 2 OF 4 S)TE DESIGN DRAWING SOUTH FLORIDA ALUM. PROD. 4807 SOUTH US HIGHWAY 1 FORT PIERCE, FL 34982 OFFICE (772) 466-0913 FAX (772) 466-1074 LOCATION: NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE DRAWINGS NOT TO SCALE R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdun lea(d,)centuryl ink.net FLORIDA P.E. Lic. No. 42835 p,N7H0/uy 9 TA OF •` �40 NAL THIS CARPORT AND SHED MEET THE FLORIDA BUILDING CODE FOR A HEIGHT 11'-0", 150 MPH, EXP. -B' WIND SPEED. THE TABLES BELOW ARE BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FLORIDA BUILDING CODE (FBC), CHAPTERS 16 AND 20, AND OTHER REFERENCES SUCH AS ALUMINUM ASSOCIATION OF FLORIDA (AAF) "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS". STRUCTURAL VALUES FOR EXTRUDED ALLOY 600ST5 ARE TAKEN FROM THE ALUMINUM DESIGN MANUAL, 2015 EDITION. TABLE 1 MAIN ROOF MEMBER SCHEDULE MEMBER IMAR14MANFI WEIGHT ATERI THICKNESS ILENGTH DESIGN BASIS # 1 SKIN POLY I SKIN I FT. IFL PROD. APPR. PAN ROOF #1 RHINO (OR=) PR1 1 (OR=)1 0.024 x 3 x 12 1 ALUM 3" 1 0.024" I (OR EQUAL) I I I 1 27'-0" METALS BLDG PROD I IFLIB464,DTD9-11-15 TABLE 2 MAIN MEMBER SCHEDULE MEMBER IMARN SIZE I MATERIAL TYPE I THICKNESS ILENGTH DESIGN BASIS b x t ALLOY W F FT. ROOF BEAM # 1 ROOF BEAM # 2 MID BEAM #1 _ COLUMN # 1 COLUMN # 2 CARRIER BEAM # 1 KNEE BRACE #1 KNEE BRACE #2 RI 2x10 ALUM SMB 0.092 0.374 25'-0" CALCULATION R2 2x9 ALUM SMB 0.082 0.306 25'-0" CALCULATION M7 2x5 ALUM SMB 0.050 0.116 °``;,�;,'= CALCULATION Cl 4x4-12 ALUM TUBE 0.090 . 0.090 12'-8" CALCULATION. . C2 4x4-12 ALUM TUBE 0.090 0.090 13'-8" CALCULATION CB1 2x9 ALUM SMB 0.082 0.306 ,&:."?® CALCULATION KBi 2x4H ALUM HOLLOW 0.050 0.050 2'-10" CALCULATION KB2 2x8 ALUM SMB 0.072 0.224 T-10" CALCULATION ADDITIONAL SITE SPECIFIC INFORMATION THIS PAN ROOF COVERED CARPORT AREA IS LOCATED IN A RESIDENTIAL COMMUNITY EAST OF U. S. ROUTE 1 AND SOUTH OF EDWARDS ROAD IN FORT PIERCE. THE ENCLOSURE HAS MANY BUILDINGS AROUND IT. UNDER THE EXPOSURE CATEGORIES LISTED IN SECTION 1609A.3 OF THE FLORIDA BUILDING CODE THIS ENCLOSURE SHALL BE CALLED AN EXPOSURE'B'. ACCORDING TO THE COMPUTER PROGRAM "WINDSPEED BY LOCATION". A PRODUCT OF 'APPLIED TECHNOLOGY COUNCIL' THE DESIGN WIND LOAD REQUIREMENTS FOR A RISK CATEGORY I ENCLOSURE IN THIS LOCATION IS DICTATED BY A WIND SPEED OF 147 MPH. TO BE VERY CONSERVATIVE. THE DESIGN PARAMETERS CATEGORY I. THE PAN ROOF CARPORT IS 11'-0" IN THE FRONT AND 12'-0" IN THE BACK WITH A RUN OF 25 FEET BETWEEN THE FRONT AND BACK COLUMNS, WHICH GIVES THE A SLOPE OF ABOUT 0.50 INCHES PER FOOT. THE NEW PAN ROOF CARPORT IS BEING ERECTED ON ANEW NOMINAL 4" SLAB THAT WILL HAVE AN 12" x 12" PERIMETER FOOTER, WHICH WILL BE POURED IN ACCORDANCE WITH ITEM 10 OF THE'SPECIFICATION NOTES AND DESIGN PARAMETERS' ON THIS SHEET. I feliff. rmilill"7_1NI] CUBE ISOLATED FOOTER. THE COLUMNS WILL HAVE TWO (2).12" LONG. #5 REBARS GOING THRU THE COLUMN AT ABOUT 5" AND 10" FROM THE BOTTOM, NINETY DEGREES FROM EACH OTHER. ALL CONCRETE SHALL BE FIBER MESH AND POURED MONOLITHICALLY. THIS FOUNDATION IS ACCEPTABLE FOR THIS PAN ROOF CARPORT. ALL SIDES OF THE CARPORT ARE TO BE LEFT OPEN. NOTE THAT THE CARPORT WILL HAVE A KNEE BRACE BETWEEN ALL ROOF BEAMS AND THEIR RESPECTIVE COLUMNS. AT THE FRONT AND THE BACK EDGE. THERE IS ALSO KNEE BRACES BETWEEN EACH ROOF BEAM AND THEIR RESPECTIVE CARRIER BEAM. THE CARPORT DESIGN DRAWING IS SHOWN ON SHEET 2. THE PAN ROOF CONNECTION DRAWINGS, WHICH ESSENTIALLY THE SAME AS THE POLY ROOF CONNECTION DfUWINGS. ARE SHOWN ON SHEET 3. ADDITIONAL CONNECTION DRAWING FOR COLUMNS. KNEE BRACES-- -- — THESE PLANS AND ALL PROPOSED WOM ARE S{I}3JECT TO ANY CORRECTIONS REQUIRED BY MUD INSPEMRS THAT CLAY BE NECESSARY IN ORM TO COMPLY -WITH ALL APPLICABLE CODES. R7 R1 THIS DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16 & 20 OF THE FLORIDA BUILDING CODE (FBC), STH EDITION (2014) BUILDING, USING THE ALLOWABLE STRESS DESIGN PRESSURES LISTED IN TABLE 2002.4 AND TABLE 2002.4A. THE AAF STANDARDS OF THE "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS" FOR TABLE 1 ARE APPLIED. A DESIGN BASICS: THIS CARPORT IS A RISK CATEGORY I STRUCTURE. HEIGHT 11'-0", 150 MPH, EXP. V B WIND IMPORTANCE FACTOR (0.77) AND BUILDING CLASSIFICATION RISK CATEGORIES ARE FROM FBC, TABLE 1604.5 AND AREA LOCATION WIND SPEED PER FBC, FIGURE 1609C. BUILDING CLASSIFICATION PER TABLE 27.2.1, ASCE 7-10. C DESIGN PRESSURE: FOR SOLID ROOF @ 25.00 PSF PER TABLE 2002A. D MAXIMUM HEIGHT: HEIGHTS HIGHER THAN LISTED ABOVE REQUIRE SITE -SPECIFIC DESIGN BY THE ENGINEER OF RECORD. E ALLOWABLE DEFLECTION: L 160 MINIMUM, AS SPECIFIED IN TABLE #1604.3 OF FBC. F CONTINUOUS LOAD PATH IS PROVIDED WITHIN THE CALCULATIONS USING ALLOWABLE STRESS DESIGN PRESSURES. MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD): A ALL EXTRUSION MATERIALS SHALL BE ALUMINUM ALLOY # 6005T5 OR # 6061T6; ALLOY # 6063T6 IS NOT ACCEPTABLE. B FASTENERS: ALUMINUM ALLOYS #2024-T4 & #7075-T6, DOUBLE CAD -PLATED STEEL, HOT -DIPPED GALVANIZED STEEL OR 300-SERIES STAINLESS STEEL. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE FOR SEPARATION OF DISSIMILAR MATERIALS AS DEFINED IN THE FBC. HE/SHE MAY IMPLEMENT ANY OF THE MEANS LISTED IN THESE SECTIONS. ALTERNATIVES MUST BE REVIEWED AND APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ANY INSTALLATIONS UTILIZING THE SUBJECT METHODS. C SCREEN CLOTH: SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSITY OF.18 X 14, 58% OPEN MINIMUM. OTHER SCREEN DENSITY REQUIRE ADDITIONAL ENGINEERING CONSIDERATION.' D ANY CONNECTION USED, THAT IS NOT SHOWN ON THESE SHEETS, MUST MEET ALL FBC AND AAF GUIDELINES. E MATERIAL UPGRADES (STRONGER AND/OR HIGHER GRADE MATERIALS) CAN BE SUBSTITUTED AT ANY TIME. F A 2x2 ORA 2x3 SNAP MEMBER CAN ALWAYS REPLACE A Zx2 OR A 2x3 HOLLOW MEMBER, RESPECTIVELY. G WHEREVER SCREENING OR KICKPLATES ABUTS THE HOUSE OR CONCRETE THE MEMBER USED TO SUPPORT THAT SCREENING OR KICKPLATE WILL BE A 1" x 2" x 0.046" O.B. OR STRONGER ALUMINUM MEMBER. H ALL DOOR JAMS (DJ) SHALL BE 2" x 2" x 0.046" ALUMINUM MEMBERS OR STRONGER. 1 IT IS ALWAYS ACCEPTABLE TO ADD OR RELOCATE A SCREEN DOOR AS LONG AS THE COLUMNS ARE NOT DISTURBED. 3 ALL HOUSE FASCIA DETAILS, BOLTING OR SCREW SELECTIONS, BEAM SPLICE DETAILS, DIAGONAL "K" BRACING DETAILS, COLUMN TO BEAM DETAILS, STRUCTURAL GUTTER DETAILS, WALL AND FASCIA DETAILS, CORNER ANCHOR DETAILS, ROOF BRACING DETAILS, EAVE BRACING DETAILS, ETC., IF NOT EXPLICITLY OUTLINED ON THIS SPECIFICATION, SHALL BE IN ACCORDANCE WITH THE LATEST FBC EDITION, INCLUDING THE AAF. ALL INTERNAL CONNECTIONS SHALL MEET THE FBC (AAF) AND THERE INSTALLATION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE LOCATION OF ALL "K" BRACING, WIND BRACING, EAVE RAILS AND CHAIR RAILS, ALONG WITH ANY DESIGN ABNORMALITY, ARE SHOWN AND/OR LISTED ON SHEET 2, THE "SITE SPECIFIC DRAWING". ALL STRUCTURES ERECTED ON CONCRETE SLABS AND / OR FOOTERS SHALL BE CALCULATED TO ASSURE THERE IS SUFFICIENT HOLD DOWN CAPABILITY TO MEET THE REQUIREMENTS OF A THE ENCLOSURE. THE AVERAGE SPACING BETWEEN BEAMS IS: SHOWN ON THE "SITE SPECIFIC DRAWING". THE ACTUAL SPACING BETWEEN ANY TWO BEAMS MUST BE THE LISTED SPACING, +/- 2". THE OVERALL AVERAGE SPACING MUST BE EQUAL TO THE AVERAGE SPACING S.++:OWN ON THE "SITE SPECIFIC DRAWING". ALL SPACING MUST NEVER BE GREATER THAN 8.0' O.C. 7 IN LIEU OF "SITE SPECIFIC ENGINEERING" AN EXISTING SLAB SHALL MEET THE FOLLOWING REQUIREMENTS: A THE SLAB MUST BE IN GOOD CONDITION, 4" OR GREATER THICKNESS, CONSTRUCTED WITH REBAR, WIRE OR FIBER MESH. B ALL HOLD DOWN FASTENERS MUST BE NO MORE THAN 12" ON CENTER WITH MINIMUM ENGAGEMENT OF 2-1/4". 8 ALL NEW SLABS, WITH OR WITHOUT FOOTERS, SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM: A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, B 4" NOMINAL PATIO SLAB REQUIRES A VAPOR BARRIER IF THE SLAB ABUTS LIVING QUARTERS, C 4" NOMINAL PATIO SLAB WITH CONCRETE @ 3000 PSI (MIN.) WITH FIBER MESH OR REBAR AND WIRE, D SHALL BE SECURED TO EXISTING CONCRETE WITH #5 REBAR EVERY 24" O.C. TO AVOID SETTLEMENT, IF APPLICABLE , 9 ALL NEW PERIMETER FOOTERS SHALL MEET THE FOLLOWING REQUIREMENTS AS A MINIMUM: A SOIL MUST BE WELL COMPACTED AND TREATED FOR TERMITES PER COUNTY REQUIREMENTS, B CONCRETE @ 3000 PSI (MIN.) WITH ONE #5 REBAR FOR 8" x 8" AND TWO #5 REBAR FOR LARGER FOOTERS. # ALL NEW PERIMETER FOOTER POURED WITH A SLAB SHALL MEET THE FOLLOWING CONDITIONS: A PERIMETER FOOTER AND THE SLAB SHALL BE MONOLITHICALLY POURED, B ALL REQUIREMENTS OF ITEMS 8 AND 9 ABOVE. # ALUMINUM IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PROTECTED WITH AN ALKALI RESISTANT COATING. P: # THIS DRAWING COVERS ONLY THE ITEMS LISTED IN THE TITLE BOX. ANY OTHER TASK, SUCH AS ELECTRICAL, PLUMBING, ETC, SHALL BE BY OTHERS AND SHALL BE COVERED BY A SEPARATE DESIGN DOCUMENT. DWG. # SFAP-2016-213, REV.1 June 18, 2016 SHEET 1 OF 4 GENERIC DESIGN DATA SOUTH FLORIDA ALUM. PROD. 4807 SOUTH US HIGHWAY 1 FORT PIERCE, FL 34982 OFFICE (772) 466-0913 FAX (772) 4664074 SCAN09MTION: RV "�L10Ee CWt bCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE REVISION DECREASES THE SIZE OF CARPORT. THE MEMBER STAY THE E. SHEET 2 TYPO IS CORRECTED. E KNEE BRACES WERE ADDED. Y SHEETS 1 & 2 ARE AFFECTED. DRAWING IS ONLY ACCEPTABLE BUILDING PERMITS & ONLY WHEN IT THE ENGINEER OF RECORD'S RAISED -. COPIES ARE NOT DEEMED VALID. THIS DOCUMENT IS THE PROPERTY OF R. A. DUNLEA, P.E. AND SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN CONSENT OF R. A. DUNLEA. R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdun ica(cDcenturviink.net FLORIDA P.E. Lic. No. 42835 NXIT H Otj - * -f � 4 —, �71t /A : 4r 9O = STAT OF . �A I 12'-0" I C2 4x4x0.125 THIS KB IS BETWEE EACH COLUMN AND ROOF BEAM (TYP.) R2-> CI 4x4x0.125 I I LEFT SIDE ELEVATION VIEW (RIGHT SIDE SAME AS LEFT SIDE) NOTE: THE RIGHT SIDE IS AN EXACT MIRROR IMAGE OF THE LEFT SIDE. NOTE: THE BACKSIDE IS THE SAME AS THE FRONT SIDE EXCEPT THE BACK ., SIDE IS 12" HIGHER. NOTE: ALL EIGHT (6) COLUMNS WILL BE EMBEDDED 20" DEEP IN A 24" z 24" x 24" ISOLATED FOOTER. THE COLUMNS WILL HAVE TWO (2) #5 REBARS, 12" LONG, THRU THEM AT ABOUT 5" AND 10" FROM THE BOTTOM OF THE COLUMN. THE REBAR WILL BE 90 DEGREES FROM EACH OTHER. SITE SPECIFIC DRAWING CB1 2x9 CBI 2x9 CB7 2x9 CBI 2x9 CB1. 2x9 CBI 2x9. KB1 2x4H KB TYP. C2 4x4x0.125 C2 4x4x0.125 C2 4x4x0.125 C2.4x4x0.125 R7-> <-2x10 R1-> c2x70 R1.> <-2x70 R1a cWO R'L> 4-2x10 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF w/ 0.024"THICKNESS w/ 0.024"THICKNESS w/ 0.024"THICKNESS M7 2x5 M1 23t.S_; M1 V- MI i2a`s5lia M7 9&§M M1 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF w/0.024"THICKNESS w/0.024"THICKNESS w/0.024"THICKNESS a112 R1a <-2x10 RI-> <.2x10 Rla <.2x70 R1-> m2x10 Rl-> <-2x10 R2-> <-2x9 2x9-> M7 2x5 M7 2x5 M1 2x5 Ml 2x5 M1 2x5 M1 lemNq 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF 3" x 12" RHINO PAN ROOF w/0.024"THICKNESS -w/0.024"THICKNESS w/0.024"THICKNESS R1-> <-2x10 R1-> <-2x10 R1-> <-2xl0 Rla <-2x10 R1-> <-2x70 Cl 4x4x0.125 KB 1 2x4H KB TYP. CI.4x4x0.125 CI.4x4x0.125 Cl 4x4x0.125 CB1 2x9 C61 2x9 CBI 2x9 CBI 2x9 CBI 2x9 CB1 2x9 NOTE: THE 2 FOOT CUBE ISOLATED FOOTERS; THE 12" x 12" PERIMETER FOOTERS AND THE NOMINAL 4" SLAB WILL ALL BE MONOLITHICALLY POURED. NOTE: THE CONCRETE SLAB AND FOOTERS SHALL COVER AT LEAST 60'-6" BY 25-6", PLUS THE EXTRA AREA FOR THE ISOLATED FOOTERS PLAN VIEW NOTE: THE CHANNEL CONNECTION TO CONNECT THE ROOF BEAM TO THE CARRIER BEAM IS SHOWN ON SHEET 4. W-' a" PLANS AND ALL PROPOSED Y og% 'IRE SUBJECT TO ANY CORRECTIONS REQUIRED BY FMLD INSPECTagS THAT MAY BE NECBSSAibY 114015DM TO COfAPLY WITH ALL APPLICAIXE CODES. FRONT ELEVATION VIEW (FRONT SIDE SIMILAR TO BACK SIDE) NOTE: THE PAN ROOF WILL BE SECURED TO THE ROOF BEAMS, MID BEAMS AND THE CARRIER BEAMS USING 1" LONG, #14 SMS, WITH A LEAK RESISTANT WASHERS. THE SCREWS SHALL BE 6" O.C. ON THE EDGES AND 6" O.C. IN THE FIELD. 4x4x0.1 PAN ROOF CARPORT DWG. # SFAP-2016-213, REV. 1 June 18, 2016 SHEET 2 OF 4 SITE DESIGN DRAWING HEIGHT 11'-0", 150 MPH, EXP. 'B' SOUTH FLORIDAALUM. PROD. 4807 SOUTH US HIGHWAY 1 FORT PIERCE, FL 34982 OFFICE (772) 466-0913 FAX (772) 466-1074 LOCATION: NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE DRAWINGS NOT TO SCALE CONCEALED FASTENERS OR ATTACHMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdunlea(d_)centuryllnk.net FLORIDA P.E. Lic. No. 42835 HOryy 9 STA OF , Off•• RORIOp'� ROaF : AI r OVNE'�; Q�t )OI+]JVEGTIDN TO STRUCTURE' FRONT ELEVATION WC3I7 OR :CONCRETE — J �• "-- a, �. ,-F=SEE GENER 1 4NC— O FD0. 3M+ A-IGN = '° • ' _ SEAL )C P T ,,, LAG BOLT@ 10 O C, &ENDS' a 2- SOUND , ..-_N-NUOJ= (dN ;rOF .7mi Y," =R Y FASTENED7C �Lt'aG �;a ,',—°MAX`5"!x -' _cQA; FN50RE FASQA,1?--`i, - .024• .-_�•,�[[UF-fER:WIfH.[2}�i,': x:3'-LAG i�Lx. LENFH+ � .E1:AsrffNG - _ ( ..CS'O ¢REEKS. ENSk1RE.!wst%N: PENETRAT+'NG CONCPX-m SEALED TO PRE-ORiLL..HQL`; TCI,(AVO1L'SPLaTiING OR F01ID WIT.'P) c-_ - MASONR/�l Ay OWN SLC, I 1 N A I -5E ! ; a t:Iac ELri E u.^ k=P.(IC- TAel2 O RgFER %eQs'43/4 EMBED .: `. I EP-cam COLUMN EXP '� 14'A.03i'�+".9.Oi BPl TAPCON @ 2)j•' I �'9IPSF Sr' OcCII 9•C &4'/i'FPOM�f13 ENDS BAL @ SB^' • LE C i_0 B ' 7 fo ' ¢ J \( MAX. o.C.•' - :-i0 B. I RSr a iVa3l �'-. C. 2' NOMINAL SIRUCIURAL `ELITE I fl 0 C 30 3' O.C. 10. O.C. FACIA MINIMUM EP-73 I70 C P3�0 PER (6� PEZ 'NOTE: USE �•x13'f EMBED =12:4 SMS @ w +40 C PS AN8I4'. ANEL m14xV SHS @ 7' 0.0 (B) PEP_4' PANEL TOP &/ TAPCONS, 2)y & A FROM ENDS, _} /TYR TOP a 3�i CM 150 C BOTTOM.' ADD (2) SMS 2' 8 4' FPOM EACH 14' COAX O.C. TO HOLLOW BLOIX Gl;N--P"1 " 'AL. ='COAL LOAD ENCLOSURE ENO TOP &BOTTOM. HEAVY ° a:r RL= ROOF LOAD AOHE5NE CAULKTOP & BOTTOM CONTINUOUS (CPT') - tl�liLOStiPaG TO CONCRETE vECK "� - r. q U+ ° CARRY BEAM PERTABI OR ANCHORING `DETAIL OFF-- 1:LGE'/4' LAG BOLTS L ScNID SITE SPECFIC •'SC£ GENERAL NDTE 310 FOR ATION W/ 1" MIN. WASHER OLkME(FR,.= ' OPAWINGSfCaLNLffIC1VS • NI11. LCNG2.¢ THANI PANEL- eCllii OPROnS: (2) �y'TMUJBOLTS, . WLUWP€R TA$(FS Ok 3'x3•13`-'%' ANGLE WIIM (2) Wxli't EMBED. THICKNESS SPAC33 PER LAG CARR' SEaM TO C011118Y SEALED SITE SPECIFIC TAPCOALS Wl%' MIN. WASHER DIAMETER 70 SPACING TABLE THm DEPA, / G DRAWINGS(CALdLATION6 SLAB, 2.%' APART & Y FROM SLAB EDGE & (6) J a u NOTCH -COLUMN IN CENTER TO FIT I 814 SMS TO COLUMN„ 4' FROM ANGLE EDGES, CYTION 2: �, THIW 60LT5 TO C CARRY BEAM SNUG ONE EAfN SIDE OF COLUMN ROOF, 4" FROM ENDS & 17" BOTH OPRONSI 3Y3'h'' ANGLE, (6) O.0 TO 2YL�v'¢' ANGLES t14 SMS EA LEG, EA ME OF COW MN ' (EI HER SIDE IF REQUIRED BY BIIIDIIYG DEFT). MU PER TABLcS OR SF D IT, low SPECIFIC DRAWING/CV-OILA��ONS SECTION. AT SIDE'OF ROOF PANEL NEWIMST'ING CONCRETE SLAB & FOOTING. 5EE SITE SPECIFIC OETATL ^? ADDTTICAA,L FOOTING ENET EFRING SHEET +q• LASS, 4- FROM ENDS & 24' MAX- SECURE MIN SAVE BEAM CONNECTION @ WALL gllx/a� `LO NON-PRIHAAY N-PRIHTHANAAYWALLS ONLY- TO ALLSCRERE F B7.15 Lo / TO NOPN•PIUHAAY WALLS ONLY• cALRX ALL SCREW HEADS' jRSCE GENERAL NOT' *10 FOR LIMIT lID TIP. TOP & _ (USEDAS REQUR31O WHEN E.UfTON. °a ° - - FPS PU Y _ ° P-.IIE ROOF ROOF _ ; CONNECTING TO WALL) a PANEL '/a T'NRUBOLTTHROUGH- " 2"3-A- ANGLE 1D ROOF, Ec ". i 2 X 2 BOX ENO CAP o 3 a•' ANGLE FASTEN® TO INSIDE & OR BOTTOM OF CARRY BEAM W/(2�)'/a• vALANC'c z^�"YS'¢•ANGLE. (3j=1+>, 1S EA THPOW_TS �E, [5)R1i SILS BOTTOM, a a LEG, E4STOE OF BEAM , "CARiIY BEAM PEA FASTENED-ro CBS WALLW/ (z) W)a7/{ fl ZAEkS:OR?'E. ALED EMBED TAPCONS OR TO WOOD (MIN 2X, . _TNI'�R'ITY BY OTHERS) WTIH (3)=14x1'h• . "ti,Ay-?u=5/."r" „".-ATDNS - 5 EA MG1 F -lop rrnBGTMK) BEAM -SPLICE r'L~E>RESION A9T .r SEETABLE,BaDW 0.093' uyo(HsWTH'nESIGN TYP. OVER CdLUMN I'AENSLON9�PX0R7A USE. I 2' X a X T?r _{'{.A 31C'*Ic=RIAIG'VAl-I" 293 SIDE 0.093• TUBE [1] S;'RRG BOLT EDPti E:? 0E ' ��R O,Y[4ENSANS BOX I o (SE I EACH CARRY BEAN CIiO, �- TrIPM�rb. .i'S�'i,.ECLFIED ,y BEAM .+ T:,BI_:. -yam (-9.=.1,4 sms EA. I•hOflLOd(xPT�1AN'- �IOE OF AAic' PANEL IdLXRl1.1 MT,O BE a; eELOWj "; .. Ein 4LJiditlLIM: J - 2X VAILWo twKy c SIM: 2'X 2' XLAP BHM i4 SMSO.OaS' & 3° X '- ®ENCS3 X O.A93' 24(NCT SHOWN]MAX TOPzFiOi i9M -'.,Dgaq OP. .° � 2"i L-125'BEPR .. ram. _ �• 2X3 I _-. WIDE SNAP BE=M TOP STOE r ON j ,'.'Sak:.•?= _ ` . < y 12w4 f.';v'i.O4: I C yOECFC?�To"�MN PER iA-L-'', '�_• O4XCLZ•L L WN �u t.2 .21D•.D72' - _ 0 e' y- Ol1Arr•—=� 2.0•�-/ PAN ROOF CARPORT SECTION AT BEARING DWG. # SFAP-2016-213, REV. 0 COLUMN *SEE GENERAL NOTE #14 FOR DESIGN PARAMETERS & March 15, 2016 TABLE2 FOR ALTERNATE CONNECTIONS #12X%4" SMS @ SHEET 3 OF 4 - 16" TYP. TOP & ®BOTTOM LI PAN ROOF CONNECTIONS EPS POLY HEIGHT 11'-0", 150 MPH, EXP.'B' o a o u ROOF ' " ` ' SOUTH FLORIDA ALUM. PROD. ELITE TYPE 'E' '%/ 12 4807 SOUTH US HIGHWAY 1 GUTTER OPTIONAL . SLOPE FORT PIERCE, FL 34982 ADAPTOR OFFICE (772) 466-0913 SHOWN FAX (772) 466-1074 USE �" LAG BOLTS W/ 1' MIN. - WASHER DIAMETER, 1" MIN. LONGER - CARRY BEAM PERTABLES THAN PANELTHICKNESS SPACED PER 2.5 X 1.5 MIN. @ SIDE ' LAG SPACING TABLE 2_ (NON-LOADBEARING)WAU S _ LOCATION: ..'WFIENFASTSI(MCi �e ;ALUMNUIItiSETtiUFASTRax < =.314') AT 8' O.C. FOR UP- FORCOMPOSFTE-ROOFS: TOi30-MPH-WINDSPEED flox(:+1/2'y0_s.Ww EXPOStIRE'D'; F O.C.-F©0, 1-11400 FENDER -WASHERS ABOVE130A4PHAND UPTO j .1-50MPNWIMD-SPEED PANELTrtICKIV E000SURE'O' @ ROOF BEARING EL£(;AEPIT (SHOWN)'AND24f 0a @ NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE CAL1Ln ALL EXPOSEDSCREVV NOWBEARING ELEiAt7 F (SIDE :HEADR WASHERS WALLS) THIS "CIRCLED" CONNECTIONS i FOP PAN-ROC)FS: ON THIS SHEET ARE BEING (3 CH 98x 112"..LONG S_M USED FOR THIS PROJECT. - P7=R 12'-P MFEL W13i F'` _ - - --c _ ALEIY/ffNUIvYPAfdVYASHER 1 2 3 . - -.-. g& 4 5 6 f;[OOF_PANEL 7 8 9 _ SUPPORRNG"BEAM 10 11 NOTE: DRAWINGS ARE RO.OF�PANEL' TO BEAM,FAS. EN'19 DE7 Aft NOT TO SCALE 4x4 POST— BUCKET THICKNESS NOTE: THE TAPCONS CAN BE REPLACED WITH R. A DUNLEA, P.E. MUST BE 118" MIN. TWO (2) 1/2" WEDGE ANCHORS (REDCAP, HILM, 1513 CERVANTES PLACE #14 SMS d + s OR EQUAL) WITH 2-1/4- MINIMUM EMBEDDMENT. 3 SMS '�Tx ALSO, IF BUCKET IS BEING ATTACHED TO WOOD THE VILLAGES, FLORIDA 32159 PER SIDE (r ,.,` 4x UC a Ii USE THE 318" - 3' WOOD SCREWS, W/ 1-1/4" (772) 285-6444, (352) 750-6207 (6 TOTAL) r" .; ;;. ,? WASHERS, TO SECURE THE BUCKETS. WEDGE bobdunlea(ftenturVlink.net +# ,n ANCHOR MUST BE EQUAL OR HIGHER STRENGTH. FLORIDA P.E. Lic. No. 42835 CONCRETE TWO (2) CONCRETE�. LDT38212—> 3/8' - 3" 2-114" O , (OR EQUAL) TAPCONS (MIN. EMB-=2-1/4") * N w /CC 2" Min. : "O w > 9 ; STA OF 4" x 4" BUCKET CONNECTION % o •• ' _`� eft �;OR\O.. C,6,14 '*. NOTE: A 2" SLOT, DEEP ENOUGH FOR THE CARRIER BEAM, CAN BE CUT AT THE TOP OF THE COLUMN TO ALLOW THE CARRIER BEAM TO FIT INSIDE THE COLUMN, AS SHOWN BELOW. IF THIS IS DONE THE CARRIER BEAM CAN BE SECURED TO THE COLUMN WITH TWO (2) 3/8" BOLTS, NUTS AND WASHERS. 3 x 3 COLUMN 318" BOLT (TYPJ 3 x 3 COLUMN CARRIER BEAM I I CARRIER BEAM CARRIER BEAM TO COLUMN BOLTED CONNECTIONS ROOF BEAM TO COLUMN KNEE BRACE DETAIL PERTABLE2 ROOF BEAM TO COLUMN OR CARRIER BEAM CHANNEL CONNECTION THE CHANNELS SHALL BE AS LONG AS NEEDED TO INCAPSULTE THE ROOF BEAM (RB), CARRIER BEAM (CB) OR KNEE BRACE (KB). FOR INSTANCE, IF THE BEAM IS A 2x8 SMB, CUT ON A 450 ANGLE, THE CHANNEL SHOULD BE ABOUT 12" LONG. AS SHOWN BELOW, TO SECURE THE CHANNEL TO THE POST THERE SHOULD BE TWO(2) FOR EVERY INCH OF CHANNEL. TO SECURE THE ROOF BEAM TO THE CHANNEL THERE SHOULD BE ONE (1) FOR EVERY INCH OF CHANNEL ON EACH SIDE OF THE CHANNEL. EACH CHANNEL WITH SIXTEEN, EIGHT (8) ON EACH SIDE #14 SMS. 4x4 POS r CHANNEL T I I RB, CB OR KB COLUMN 2" 0.125" THICK 2- RB, 1 RB to Column or RB CB to Column to CB Connection 2.25" - Indicates Six or Twelve- 1" 414 SMS (24,48 SMS Total) ROOF BEAM TO CB KNEE BRACE DETAIL PER TABLE 2 ■ t. TOTAL FOUR 2x8 SMB, BACK END ,fit �,"'4t TOTAL FOUR 2x4H, BACK END A�' 1 14S MITEREDWI118" xrt.. sa4S■ MITERED W/118" l" .ff U-CLIP, (6) #14 SMS § U-CLIP, (3) #14 SMS INTO COLUMNIi INTO COLUMN / "tF= CARRY BEAM, (6) '�` CARRY BEAM, (3) i1 #14 SMS INTO u. #14 SMS INTO EACH SIDE OF EACH SIDE OF "v KNEE BRACE (TYP.) _ s. KNEE BRACE (TYP.) NOTE: KNEE BRACES (KB) SHALL BE 2x8 SMB MEMBERS AND SHALL BE W-0" ( LONG SIDE) AND EACH END SHALL BE CUT ON A450 ANGLE. THIS WILL ALLOW FOR EACH END OF THE KNEE BRACE TO BE 2'-10" FROM THE CORNER. NOTE: THE KNEE BRACES (KB) WILL BE ATTACHED TO THE COLUMNS AND ROOF BEAMS USING A 2" x 2" x 2.25" x 0.125" THICK CHANNEL AS SEEN ABOVE. THERE WILL BE TWELVE (12) #14 SMS BETWEEN EACH CHANNEL AND EACH END OF THE KNEE BRACE. ATOTAL OF FORTY-EIGHT (48) SCREWS FOR EACH KNEE BRACE. THREE (3) 3/8" BOLTS CAN BE SUBSTITUTED FOR EACH TWELVE SCREW CONNECTIONS. NOTE: KNEE BRACES (KB) SHALL BE 2x4H MEMBERS AND SHALL BE 4'-0- ( LONG SIDE) AND EACH END SHALL BE CUT ON A 450 ANGLE. THIS WILL ALLOW FOR EACH END OF THE KNEE BRACE TO BE 2'-10" FROM THE CORNER. NOTE: THE KNEE BRACES (KB) WILL BE ATTACHED TO THE CARRIER BEAM (CB) AND ROOF BEAMS USING A 2" x 2" x 2.25" x 0.125" THICK CHANNEL AS SEEN ABOVE. THERE WILL BE SIX (6) #14 SMS BETWEEN EACH CHANNEL AND EACH END OF THE KNEE BRACE. A TOTAL OF TWENTY-FOUR (24) SCREWS FOR EACH KNEE BRACE. TWO (2) 3/8" BOLTS CAN BE SUBSTITUTED FOR EACH SIX SCREW CONNECTIONS. BOLTED CONNECTION BOLTED CONNECTION THE CARRIER BEAM CAN BE CONNECTED THE CARRIER BEAM CAN BE CONNECTED TONNE COLUMN AS SHOWN BELOW WITH TO THE COLUMN AS SHOWN BELOW WITH THREE (3) 3/8" NUTS, BOLTS AND WASHERS, THREE (3)-3/8" NUTS, BOLTS AND WASHERS, ALL 300 SERIES SS OR PLATED, AS BELOW. ALL 300 SERIES SS OR PLATED, AS BELOW. 112" NUTS. BOLTS & WASHERS 112" NUTS. BOLTS & WASHERS y 2" WIDE CARRIER BEAM 2" WIDE CARRIER BEAM 3 x 3 POST 3 x 3 POST PLAN VIEW - CORNER COLUMN PLAN VIEW - MIDDLE COLUMN TWELVE (12) #14 SMS, SIX (6) EACH SIDE 2" WIDE CB OR EB 2" WIDE CB OR EB #14 SMS 3 x 3 POST #14 SMS 3 x 3 POST SIDE VIEW - CORNER & MID COLUMNS PAN ROOF CARPORT DWG. # SFAP-2016-213, REV. 0 March 15, 2016 SHEET 4 OF 4 ADDITIONAL CONNECTIONS SOUTH FLORIDA ALUM. PROD. 4807 SOUTH US HIGHWAY 1 FORT PIERCE, FL 34982 OFFICE (772) 466-0913 FAX (772) 466-1074 LOCATION: NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD CITY/STATE: FORT PIERCE, FL 32982 COUNTY: ST. LUCIE 4 DRAWINGS NOT TO SCALE R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772)285-6444,(352)750-6207 bobdunlea(ftenturvlink.net FLORIDA P.E. Lic. No. 42835 NtJT H OAfy °• 3 /�6 p� o• STA OF oio�tS� •:7ORIDI; MA L