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Home My WebLink AboutPLANSTABLE OF ROOF Y ID SPEED. THE TABLES BELOW ARE BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FLORIDA LDING CODE (FBC), CHAPTERS 16 AND 20, AND OTHER REFERENCES SUCH AS ALUMINUM ASSOCIATION FLORIDA (AAF) "GUIDELINES TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS". STRUCTURAL TABLE I MAIN ROOF MEMBER SCHEDULE " MEMBER IMAR14MANFI WEIGHT IWATERIA9 THICKNESS TLENGTH DESIGN BASIS # SKIN I POLY I SKIN I FT. I FL PROD. APPR. PANROOF#1 RHINO (OR =) PR1 (OR=) 0.024x3x 12 ALUM 3" 0.024" (OR EQUAL) 1 16'-8" I METALS BLDG PROD I IFLIS464, DTD 9.11-15 TABLE 2 MAIN MEMBER SCHEDULE MEMBER IMARIJ SIZE I MATERIAL I TYPE I THICKNESS ILENGTH DESIGN BASIS b x t I ALLOY I W I F I FT. ROOF BEAM # 1 ROOF BEAM # 2 MID BEAM #1 COLUMN # 1 CARRIER BEAM # 1 KNEE BRACE#1 R1 2x9 ALUM SMB 0.082 0.306 15'-6" CALCULATION R2 2x8 ALUM SMB 0.072 0.224 15'-6" CALCULATION M1 2x5 ALUM SMB 0.050 0.116 9'-8" CALCULATION Cl 3x3-9 ALUM TUBE . 0.090 0.090 121-8" CALCULATION . CBI 2x9 ALUM SMB 0.082 0.306 18'3' CALCULATION KBI 2x4H ALUM HOLLOW 0.050 0.050 4'-0" 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. UNDERTHE 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 BEING USED HERE ARE 150 MPH WIND LOAD, EXPUSUKE -H', RISK CATEGORY I. THE PAN ROOF CARPORT IS 11'-9" IN THE FRONT AND IT-S" IN THE BACK WITH A RUN OF 15.67 FEET BETWEEN THE FRONT COLUMN AND THE BACK CONCRETE BLOCK WALL, WHICH GIVES THE A SLOPE OF ABOUT 0.57 INCHES PER FOOT. THE NEW PAN ROOF CARPORT IS BEING ERECTED ON AN EXISTING NOMINAL 4" SLAB THAT IS IN GOOD CONDITION. 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 ONE KNEE BRACE BETWEEN ALL ROOF BEAMS AND THE CARRIER BEAM AND TWO IN AT THE MIDDLE ROOF BEAM IN THE FRONT TO MINIMIZE LATERAL MOVEMENT. THE CARPORT DESIGN DRAWING IS SHOWN ON SHEET 2. THE PAN ROOF CONNECTION DRAWINGS. WHICH ESSENTIALLY 3. ETC. ARE SHOWN ON SHEET 4. THIS DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16 & 20 OF THE FLORIDA BUILDING CODE (FBC), 5TH EDITION (2014) BUILDING, USING THE ALLOWABLE STRESS DESIGN PRESSURES LISTED IN TABLE 2002A 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 1 STRUCTURE. HEIGHT l l'-9", 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. 2 MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD): A ALL EXTRUSION MATERIALS SHALL BE ALUMINUM ALLOY # 6005T5 OR # 6061T6; ALLOY 9 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. HEISHE 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 OLOTN:. SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSITY OF 18 X 14, 58°h 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(STRONGERAND/OR HIGHER GRADE MATERIALS) CAN BE SUBSTITUTED AT ANY TIME. F A 2x2 OR A 2x3 SNAP MEMBER CAN ALWAYS REPLACE A 2X2 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. I IT 15 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. 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 SPACING BETWEEN BEAMS IS SHOWN ON THE "SITE SPECIFIC DRAWING". THE ACTUAL SPACING BETWEEN ANY TWO BEAMS MUST BE THE LISTED SPACING, -1- 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. 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 TOEXISTING CONCRETE WITH 95 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 MONOLITHICALLY 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. ONN ROOF CARPOR DWG. # SFAP-2016-214, REV. 0 March 15, 2016 SHEET 1 OF 4 GENERIC DESIGN DATA HEIGHT 11--9", 150 MPH, EXP. 'B' 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 BY St. Lucie Countv DRAWING IS ONLY ACCEPTABLE BUILDING PERMITS & ONLY WHEN IT THE ENGINEER OF RECORDS RAISED .. COPIES ARE NOT DEEMED VALID. 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) 750-6267 bobdunlea(ftenturvlink.net FLORIDA P.E. Lic. No. 42835 PN7HOIpy * : J ;SMT�AOF 4. i • � 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 SEPARATE DESIGN DOCUMENT. SITE SPECIFIC DRAWING *AN ROOF CARPORT 12'-6" I DWG. # SFAP-2016-214, REV. 0 l LEFT SIDE ELEVATION VIEW (RIGHT SIDE IS SAME AS LEFT 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. NOTE: THE CHANNEL CONNECTION TO CONNECT THE ROOF BEAM TO THE CARFzIER BEAM IS SHOWN ON SHEET 4. 0. NOTE: THE RIGHT SIDE IS AN EXACT MIRROR IMAGE OF THE LEFT SIDE. ur(il`,a� if {1/uf tit ),171 "WAMWY w �GONC#2ET,_EBCOCKMALbV%Z,EM"� MA' ,, CONCRETEZL-OGK,I ALL . *U3i&Lfiu4. � x�rt �M3k PLAN VIEW FRONT ELEVATION VIEW March 15, 2016 SHEET 2 OF 4 SITE 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 bobdunlea ftenturVlink.net FLORIDA P.E. Lic. No. 42835 ��`�t PNTHOAr: all ct . o I TH15 CARPOR I AND bHEU MEET THE FLORIDA BUILDING CODE FOR A HEIGHT 11-9", 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 6005T5 ARE TAKEN FROM THE ALUMINUM DESIGN MANUAL. 2015 EDITION. TABLE 1 MAIN ROOF MEMBER SCHEDULE MEMBER IMAR14MAN WEIGHT MAURIA THICKNESS LENGTH DESIGN BASIS # I SKIN I POLY I SKIN I FT. FL. PROD. APPR. PAN ROOF #1 RHINO (OR =) PRI (OR =) 0.024 x 3 x 12 1 ALUM 1 3" 1 0.024" I (OR EQUAL) I I I 1 16'-8" METALS BLDG PROD I IFLIS464, DTD 9-11-15 T BLE 2 MAIN MEMBER SCHEDULE MEMBER IMARN SIZE I MATERIAL I TYPE I THICKNESS ILENGTH DESIGN BASIS b x t I ALLOY I I W I F I FT. I - ROOF BEAM # 1 ROOF BEAM # 2 MID BEAM #1 COLUMN # 1 CARRIER BEAM # 1 KNEE BRACE #1 R1 ±-.. _ 2 ALUM SMB .g.% „O. W 15'-6" CALCULATION R2 2x8 ALUM SMB 0.072 0.224 15'-6" CALCULATION M7 2x5 ALUM SMB 0.050 0.116 ',.;; �6'Tu's", CALCULATION Cl 3x3,9 ALUM TUBE 0.090 0.090 12'-8" . CALCULATION CBt '_'";)ai8 ALUM SMB ".A OZ23' -•0 274'}. 18'-3- CALCULATION KBI ALUM NA NA NA V-0" CALCULATION ADDITIONAL SITE SPECIFIC INFORMATION THIS PAN ROOF COVERED CARPORT AREA IS LOCATED IN A RESIDENTIAL COMMUNITY EAST OF U. S. ROUTE 1 AND All'AlT--illVMg. rVII iRR ro EXPOSURE CATEGORIES LISTED IN SECTION 1609.4.3 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 I ENCLOSURE IN THIS LOCATION IS DICTATED BY A WIND SPEED OF 147 MPH. TO BE VERY CONSERVATIVE, THE DESIGN PARAMETERS L' BEING USED HERE ARE 150 MPH WIND LOAD. EXPOSURE'B'. RISK CATEGORY 1. THE PAN ROOF CARPORT IS 11'-9" IN THE FRONT AND '12'-6" IN THE BACK WITH A RUN OF 15.67 FEET BETWEEN THE FRONT COLUMN AND THE BACK CONCRETE BLOCK WALL, WHICH GIVES THE A SLOPE OF ABOUT 0.57 INCHES PER FOOT. THE NEW PAN ROOF CARPORT IS BEING ERECTED ON AN EXISTING NOMINAL 4" SLAB THAT IS IN GOOD CONDITION. 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 ONE KNEE BRACE BETWEEN ALL ROOF BEAMS AND THE CARRIER BEAM AND TWO IN AT THE MIDDLE ROOF BEAM IN THE FRONT TO MINIMIZE LATERAL MOVEMENT THE CARPORT DESIGN DRAWING IS SHOWN ON SHEET 2. THE PAN ROOF CONNECTION DRAWINGS WHICIVTRE OAMEaAS4 q THE POLY ROOF CONNECTION DRAWINGS, ARE SHOWN ON SHEET 3, AND WILL BE USED HERE. ADDITIONAL CONNECTION DRAWING FOR COLUMNS, KNEE BRACE AND CHANNEL CONNECTIONS. ETC. ARE SHOWN ON SHEET 4. 19— _ — t e ft • .. � m 11{a ill'(I is1K6'!2j:kvl ala=�r:r.�� 'r 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 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 1 STRUCTURE. HEIGHT ll'-9•, 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. CDESIGN PRESSURE: FOR SOLID ROOF @ 25.00 PSF PER TABLE 2002.4. 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. 2 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 R7 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 R1 ' INSTALLATIONS UTILIZING THE SUBJECT METHODS. C SCREEN CLOTH: SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSITY OF 18 X 14, 58% OPEN MINIMUM. R1 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. SCAM E MATERIAL UPGRADES (STRONGER AND/OR HIGHER GRADE MATERIALS) CAN BE SUBSTITUTED AT ANY TIME. BY 11 F A 2x2 OR A 2x3 SNAP MEMBER CAN ALWAYS REPLACE A 2x2 OR A 2x3 HOLLOW MEMBER, RESPECTIVELY. G WHEREVER SCREENING OR KICKPLATES ABUTS THE HOUSE OR CONCRETE THE MEMBER USED TO SUPPORT THAT St. Lucie C - 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. 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 THE LATEST FBC EDITION, INCLUDING THE AAF. ALL INTERNAL CONNECTIONS SHALL MEET THE FBC (AAF) AND THERE INSTALLATION 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 ANDIOR 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 RIJ SUFFICIENT HOLD DOWN CAPABILITY TO MEET THE REQUIREMENTS OF A THE ENCLOSURE. 6 THE AVERAGE SPACING BETWEEN BEAMS IS SHOWN ON THE "SITE SPECIFIC DRAWING". THE ACTUAL SPACING BETWEEN ANY TWO BEAMS MUST BE THE LISTED SPACING, +1- 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. 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. # 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 CARPOR DWG. # SFAP-2016-214, 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) 466-1074 LOCATION: NAME: ST. LUCIE COUNTY ADDRESS: 3150 WILL FEE ROAD /STATE: FORT PIERCE FL 32982 COUNTY: ST. LUCIE S REVISION DECREASES THE SIZE THE CARPORT; HENCE, SOME OF MEMBERS ARE SMALLER. SOME EE BRACES WERE ADDED. ONLY °ETS 1 & 2 ARE AFFECTED. SEE DRAWING IS ONLY ACCEPTABLE BUILDING PERMITS & ONLY WHEN IT THE ENGINEER OF RECORD'S RAISED 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, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdunlea(ftenturyli nk. net FLORIDA P.E. JJig..No. 42835 OT H ONy y 9p •. coo.* -. 4OHIDP:: N�`% F oo,.;piS.ONAL 0.*lw0`s r I 12'-6" I LEFT SIDE ELEVATION VIEW (RIGHT SIDE IS SAME AS LEFT SIDE) NOTE: THE PAN ROOF WILL BE SECURED 9" 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. ` NOTE: THE CHANNEL CONNECTION TO CONNECT THE ROOF BEAM TO THE CARRIER BEAM IS SHOWN ON SHEET 4. NOTE: THE RIGHT SIDE IS AN EXACT MIRROR IMAGE OF THE LEFT SIDE. SITE SPECIFIC DRAWING 1,. °M' ,, �v..a"."-'` ... v'`, .{.'"'. UCREnTELBL•OC^iC<Sll A1--' " -' M a'3 am :k% ".? .';:' . ' .:. " 3, .. rg.[•. nxT orresa�rin�±r�r rwr>i �,7.;�a.mc..:. ,.,,..�7s m7�:7 6'-7- 6'-7" 6'_7„ 6'_7" I l 1' PLAN VIEW PAN ROOF CARPORT DWG. # SFAP-2016-214, REV.1 June 18, 2016 SHEET 2 OF 4 SITE 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 bobd u nlea(ftentu rylink.net FLORIDA P.E. Lic. No. 42835 PNTHO/yy • / . 13' 3.5" 13' 3.5' 0b9 •' /cn TA F 27'-0" ,�oOOx••'•:;CORID;: � �=4 FRONT: ELEVATION VIEW °�.es!�NAL•� °°° ROUT AIVrLLU�INFLI v1i' QIV�tECI-fElN TO.STRUCTURE: FRONT ELEvn I,or! SECTION AT BEARING tOol� OR coNCRErE - COLUMN EEC NO - : T SEE GENERAL NOTE #14 FOR DESIGN PARAMETERS & /ice+. I1�C+ Ea.Yfle 7I1 O ENDS a Y SDLND ._NT:NUCU=� MIN RCOr T _ ., _R ^GEGti.,3•IS_ .7RE FASCIA.75 . YFASTENED V .OZ4' 1•,_ `�4�."l'- TABLE2 FOR ALTERNATE CONNECTIONS E?r?iRilr-lER:Nlcfti.(ijl/�,', X'3°:1AG i•EX'. cEXi� RS_ ENsflRE: 1•ar•.d'iIN: PENETRAttcM- 'HIS' ' PRE-0RIC4.HW-7'O.(A{%OTO Sa1OR FILLED �T1NG � � _ SEALED T3 ... #12> "SMS CDcr, .) I 16" TYP. TOP & y ' MASOM:Y- ® BOTTOM ELITE SECT! J :;t=.�1tiaG a' D ° .f ,�R 'ya'x3y; EMBEo /EP-zi COLUMN �a �GSPaLTXG rASLE o TA'mN @ 2}�" I >� i ':O.Dz{q� ,D.O �• o ' EPS POLY & d'l,• FROM - 1 100.3 L9 11, D I�, o u o ROOF -°° ENDS BAL@IB^,•• 3103IPSF .CI' 'J•C- ♦ fffff -A HAX. O.G• 1�o 3IPi�ANdla-jArze� ELITE TYPE 'E' 2• NOMINAL sTRUCIV RAL , (ELrr y ��1111 L i ,G C GUTTER OPTIONALFAQA MmTNUM-23 Ej Ale c PSF�• D.G .0' O•c• SLOPE NQI-E: USE'>i`Y13'f EMBED _ (i� 3 3a fn ADAPTOR d,4 s�/.• SMS L 7. O.0 Fa) PEP 4' PANEL TOP & TAPCONS, 21h' &4yr' FROM -ENDS, ° -1-^%; 545 a,Sa• .4p C PsF . AIN . -r. AREL SHOWN BOTTOM. ADD . SNB 2' & 4' FROM EACH EF rE /1'P. TOP 3 i GM Ise c USE �" LAG BOLTS W/ 1" MIN. P) 14' MAX O.C. TO HOLLOW BLOCK ° `HL = WAL LOAD ENCLOSURE ENO TOP & BOTTOM. HEAVY GLT % , s•y .° „ ° _ ° o RL= ROOFLOAD - WASHER DIAMETER, 1" MIN. LONGER CARRY BEAM PER TABLES r�EVE CAULK TOP & BOTTOM CONTINUOUS (OPT_) " r ° , - THAN PANEL THICKNESS SPACED PER ° ,�°.a= °° , - _ � 2.SX 1_S MIN.@SIDE FNu-LOSUPE TO CONCRETE DECK "° ° _ ° " ° ° a " LAG SPACING TABLE 2. (NON LOADBEARING)WALLS ANCHO., .., ,r-"r, r DETAIL CARRY BEAM PERTAELES 00. _ - - RING DE TAIL. OPTION 1:USE Y� LA6 BOLTS ( SEALED.SrTESPEaFIC - '" "NHEN FASTES11�iO . 'SEE GENERAL NOTE #10 FOR A W/ 1' MIN. WASHER OLV-1ETER,. ORAVMG5/GLULLATCONS - 1' MIN. LONGER Ti PANEL 4LJi4TIMUIVxSETR.E:IF.�'ST:Hl7z LLOWPERRTAMrsO{L 3'xi'z3 ='%• ANGLE WITH (2) 'Yli'j EMBCD. THICKNESS SPACED PER LAG BQDI OPTIONSf (2)'/e'THRLIBOLTS,(T 3/4') AT a, o.t. FQR UP' FOR COMPOSFTE-ROOFSSFALED�SITESPECIFIC .TAPCONS W/%' MM. WASHER DIAMETER TO sPACL1VG TAEL`. THIS DEf41L v v CA'SEeM 10 MWMN TNGS/CALCULATIONS I SLAB, 2%' APART & 3' FROM SLAB EDGE & 16) J v v NDrw_mwMN IN axrEx TO FTr - . TO 130 'HtPH'!MNO SPEED r'/"10 x ((+12°� S;M.S. Wi #34 sMs TG C9UIHN„i' FROM ANGLE EDGES; cPtTOn z: ;.M< THRUEOLrs TO n CARRY BEiIN sxuG EXPOS(1RE'D"v O.E.-Fi3R 1-1/4.0 FENDER WASHERS ONE EAOH SIDE OF OOLIANN ROOF, 4" FROM ENDS & 17- c O.C. TO z� • ANGLES EOTH M EA LE , Ek SI'; ANGLE, (E7 ABOVE- 1301WPH?�L�FD UP I O :�1-12' _ii sMs En Lam, A SIDE of mwwN ' -150 MP114VIN0-SPEED PANEL Tr0 + 1 . . (EITHER SIDE g Pr�inaEc ar CKH�S� 7 BUIL1iING DEPTJ. �@ROOF BEARING €L£6EPr`, SPECIFIC DRAWINWCALMLA-,MNS - . 'millem(SHOWN)'AND.24"OsC_ @ CAULK ALL EXPOSED SCREW NON -BEARING ELEMENFF OGE, SECTION. AT SIDE OF ROOF PANEL I HE?DS1&W4s 1ER.S wALL� NEW/EaSTAG C'ONCAE1 SLAB & FOOTING. SEE SITE SPECIFIC _ DErAIL.IN[ ADDITIONAL FOOTING ENONEERING SHEET ` - - FOR PAN R06FS: rR• LAGS, 4' N PA ENDS & E MAX. D_C., 1° ROOF 4:.: .::::::.::::: .. EAVE BEAM CONNECTION @WALL 81 Y j T N OK-PBIN RYWALL ONLY- TOSELIIRE ROOF Of EACH %$% 1120.LONG S.M� `HE HEADS' UMAAY WALLS ONLY- G LRX Adl 5CRFN o sMs 10 / HEADS _-_ -_ ER 12'-PPhFEt FiV! 31#' ' SEE GENERAL NOTE #, 0 FOR LIMRAIIO TrP, TOP & - -- - -- EPSPCLY_ NSEDASREQURIED`NHEN e�l°N. _ ._ _ , _ - _ _ 7CLEICvIFhtUAAi°P:4hk_IFyAS;-(ER ROOF : CONNECRNG TO WALL) , ' ROOF - - " PANEL =:: 1/; THRUEOLTTHR000H a 2-3-A-ANGLETDRDOF, atr a z x z EDx - ! o o 3a�..• ANGLE FASTENED TO ]ASIDEB END GAP FtOOFPANEL " mTroMOFrJaRYBEAM wiR)Y.' OVAALAANCE SUPPORTM( "BEAM THRUWLS SIDE, (5) 314SMS SOTOM, 241'xsa' ANGLE, (E @34 S,AS EA 2ES'BEAM PER FASTENEDTO CES WAL_W/(z)Y'X%iE44DEOF9EUN TA24S'OA.SEALED a - - f - .. .. ...- -IMBED TAPCOlS OR TO W000 MIN ZX, . ( OmS INTEGRITY BY OTHERS) WITH l E�iL3?0 15: TDP rrP 3G Torn F O.OF RAIVEL T� BEAM FgSI EN'}FF+ _D'ETAT� SEAMsPLIc� r �• ZD- iRDESI .DST rSEETABLco3OW D.OB3• OVER COLUMN .. . 1MLNSTONSAV DESIGN T,?. -! - F IFreN`3iIN ENG-a !? USE. 2°3 >° x , 3x3 POS7-> BUCKET THICKNESS NOTE: THE TAPCONS CAN. BE REPLACED NA r11C'Y=RING- 4'RF1 2 X 3 1 I 311E D.O?X . x j(al) Y'LAG aOLT _MiA1 E.Pcrcr Frrp 17ttaENSonS Box- ISM EAGf �RPYBEAN. rv, - MUST BE 1/8' MIN WITH TWO (2)1/2" WEDGE ANCHORS z- 'frfPN T-Ho E A5 SPC-TO3 ,; CLEAN S TABLE - (51 =14 =MSEA. 1• MTn LONGER TI-uw'-.. a _ (REDCAP, HILT), OR EQUAL) WITH 2-1/4- Ali .1 RLL.IONS TO EE I' EELO4Y '- -SIDE OF M-A'1-c PANELTNILAVEsB /ii4 SMS �. +'� r-a .Illri in I R MINIMUM EMBEDDMENL ALSO, IF BUCKET J 2 X VARIES 1--"'Q '"T 3 SMS, IS BEING ATTACHED TO WOOD USE THE 3/8" 1 SIM: z• x 2• x I ° -t PER SIDE 13P BEAR x14 SMs ' 10.ca5• a'= K , • _ _ ° (fi TOTAL),T ' 'Is - 3' WOOD SCREWS, W/ 1-1/4" WASHERS, • - ®ENOs a x Ova• _ TO SECURE THE BUCKETS. WEDGE ANCHOR �^ z•°` -' ° ma, SHOWN) _ MUST BE EQUAL OR HIGHER STRENGTH. 1 24"O.0 ' ' MAX TOP _ ' s 60, TOM >O9' 3R a i 2' [nI{.:. BEAN z 2. ... .,...,,.... _..-.. .....:._.1s+.. i _ zX3 .is• -�.:. CONCRETE . TWO 2 L �.�-� 7Jn 318'-3� CONCRETE - cm y z:t .1Ta'IGa-- TAPCONS 2-114" _ p�T'H s s,DEaFaar eearM ,..;- �.: - LDT38212-> -, .F'. • -`' :. 3 s I zx5 .1CLa n I -au[a� ,,:e... L`; „ r„.7 ;J-•Ia_, !!' (2• MEN.) r.^WMN °P Y:.EtS '_ (OR EQUAL) (MIN. EMB. =2-1/4' Tsrta'NN.210•LD7;•� ti- . dfjjj s9Ux�. - z. _ 2s z .87z' r a _• 2- Min. 3•• X 311 =r_ Y s�lraa:a:.D"'-'I. AMGE5 ":::. CONNECTION -� � � BUCKET PAN ROOF CARPORT DWG. # SFAP-2016-214, REV. 0 March 15, 2016 SHEET 3 OF 4 PAN ROOF 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 THIS "CIRCLED" CONNECTIONS ON THIS SHEET ARE BEING USED FOR THIS PROJECT. 1 2 3 4 5 6 7 8 9 10 11 NOTE: DRAWINGS ARE NOT TO SCALE R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-6444, (352) 750-6207 bobdun lea(&centurvli nk.net FLORIDA P.E. Lic. No. 42835 NXAT H0 f y f** Ip _/ � ry 4LtlJD SA op�•<u i�t� ••.'20RIOP ��o �s*®os.pN .0 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 1 I CARRIER BEAM CARRIER BEAM TO COLUMN BOLTED CONNECTIONS ROOF BEAM TO CB KNEE BRACE DETAIL 00 "a� $ei`'Ii.O`13ix�PRTB «'�sca �.fr 17 ., , CB PER TABLE 2 CHANNEL n 12 TOTAL FOUR 2x4H, BACK END 6 4SNIS MITERED W1118" -x U-CLIP, (3) #14 SMS INTO COLUMN / CARRY BEAM, (3) ,,. #14 SMS INTO EACH SIDE OF KNEE BRACE (TYP.) ;M: - CHANNEL NOTE: KNEE BRACES (KB) SHALL BE 2x4H MEMBERS AND SHALL BE V-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 T-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) 318" BOLTS CAN BE SUBSTITUTED FOR EACH SIX SCREW CONNECTIONS. i 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. RB, CB OR KB I E COLUMN RB to Column or RB CB to Column to CB Connection - Indicates Six or Twelve-1" 414 SMS (24,48 SMS Total) CHANNEL T I 2" 5" THICK 0.122" L 1 2.25" BOLTED CONNECTION BOLTED CONNECTION THE CARRIER BEAM CAN BE CONNECTED THE CARRIER BEAM CAN BE CONNECTED TO THE COLUMN AS SHOWN BELOW WITH TO THE COLUMN AS SHOWN BELOW WITH THREE (3) 3/8" NUTS, BOLTS AND WASHERS, THREE (3) 318" 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 3x3 POST 3x3 POST PLAN VIEW - CORNER COLUMN PLAN VIEW - MIDDLE COLUMN TWELVE (12) #14 SMS, I SIX (6) EACH SIDE 2" WIDE CB OR ES 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-2016-214, 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 DRAWINGS NOT TO SCALE R. A DUNLEA, P.E. 1513 CERVANTES PLACE THE VILLAGES, FLORIDA 32159 (772) 285-64", (352) 750-6207 bobd u nlea(&centurvl ink. net FLORIDA P.E. Lic. No. 42835 pNTHONY -33 p sra of / NAL