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HomeMy WebLinkAboutEngineering Plan 8-29-17General Notes A. CONCRETE & FOUNDATION DESIGN: 1. ALL CONCRETE GRADE BEAMS AND FOOTINGS SHALL BE 3000 PSI MINIMUM. 2. ALL CONCRI-,TE FILLED SUPPORTED SLABS SHALL BE 2500 PSI MINIMUM, 3 1/2" NOMINAL THICKNESS. 3. FIBERMESH (3/4" PER CUBIC YARD MIN.) MEETING APPROPRIATE ACI AND ASTM REQUIREMENTS MAY BE USED IN LIEU OF WELDED WIRE MESH 4. ALL SLABS ON GRADE SHALL BE 4" THICK WITH FIBERMESH. 5. ALL REINFORCING SHALL CONFORM TO ASTM A615, BE GRADE 60 (60 KSI MIN.) DEFORMED BARS, #3 BARS MAY BE GRADE 40 6. ALL OVER POUR CONCRETE FILLED SUPPORTED SLABS SHALL BE 3000 PSI MIN., 2" MINIMUM. THICKNESS. 7. SOIL BEARING PRESSURE SHALL BE A MINIMUM OF 1500 PSF. 8, THE CONCRETE SHALL CONFORM TO ASTM C94 FOR THE FOLLOWING: OPC (PORTLAND CEMENT TYPE 1,- ASTM C 150). AGGREGATES - #6 STONE, ASTM C 33 SIZE NO. 67 LESS THAN 3/4". AIR ENTRAINING +/- 1 % - ASTM C 260. WATER REDUCING AGENT - ASTM C 494. CLEAN POTABLE WATER. OTHER ADMIXTURES SHALL NOT BE PERMITTED. 9. METAL WELDED WIRE SHALL CONFORM TO ASTM A 185. 10. PREPARE & PLACE CONCRETE ACCORDING TO AMERICAN CONCRETE INSTITUTE MANUAL STANDARD PRACTICE, PART 1, 2, & 3 ALONG WITH HOT WEATHER CONDITIONS RECOMMENDATIONS. 11. IF UTILIZING EXISTING CONCRETE FOR FOUNDATION, CONCRETE SHALL BE A MINIMUM OF 4" IN THICKNESS, VISIBLY FREE OF ANY STRUCTURAL EXCESSIVE CRACKING, SPALLING OR OTHER DETERIORATION. B. MASONRY: 1. CONCRETE MASONRY UNITS (CMU) SHALL BE STANDARD HOLLOW UNITS AND SHALL BE 1900 PSI MINIMUM BASED ON TYPE M OR S MORTAR. 2. ALL MORTAR SHALL BE OF TYPE M OR S. 3. ALL GROUT SHALL BE 2000 PSI MINIMUM AND HAVE MAXIMUM COARSE AGGREGATE SIZE OF 3/8". 4.PROVIDE CLEAN -OUTS FOR REINFORCED CELLS CONTAINING REINFORCEMENT WHEN GROUT POUR EXCEEDS 5'-0" IN HEIGHT. C. ALUMINUM: 2. HEX BOLTS HAS TO BE ASTM A 325, PLATED WITH STANDARD FLAT WASHERS AND NUTS. 3. ALL CONCRETE SCREWS SHALL BE, SIIvIPSON, HILTI, RAWL, TAPCON, REDHEAD, DYNABOLT, PORTECT OR APPROVED EQUAL. 4. ALL METAL TIES AND ASSOCIATED ACCESSORIES SHALL BE HOT DIPPED GALVANIZED. 5. ALL LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 8X BOLT DIAMETER INTO STRUCTURAL FRAMING (G=.42 MIN.). 6. LAG BOLTS AND SCREWS INTO WOOD FRAMING SHALL BE PROVIDED WITH PILOT HOLES HAVING A DIAMETER NOT GREATER'THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS AND SCREWS SHALL BE INSERTED IN PILOT HOLES BY TURNING AND UNDER NO CIRCUMSTANCES BY DRIVING WITH A HAMMER. 7, ALL EXPANSION ANCHORS SHALL BE DESIGNED IN ACCORDANCE WITH THE SPECIFIC MANUFACTURER'S REQUIREMENTS AND ALLOWABLE LOADS AND SHALL ONLY BE APPLIED IN CONDITIONS ACCEPTABLE TO MANUFACTURER. FASTENERS SHALL BE A MINIMUM OF SAE GRADE #5 OR BETTER ZINC PLATED. 8. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS OR PRESSURE TREATED LUMBER ARE STAINLESS STEEL TYPE 300 18-8, UNLESS MANUFACTURER GALVANIZED BOLTS SPECIFIES FOR USE WITH ACQ PRESSURE TREATED WOOD, OR OTHERWISE NOTED ON PLANS. 9. ALL FASTENERS SHALL COMPLY WITH ASTM A153, 10.ALL CONNECTORS SHALL COMPLY WITH ASTM A653 CLASS G-185. 11. FOR SMS, THE MINIMUM CENTER -TO -CENTER SPACING SHALL BE 3/4" AND MINIMUM CENTER -TO -EDGE SHALL BE 1/2" UNLESS NOTED OTHER WISE. E. REFERENCE STANDARDS: ASTM E 119 ASTM E 1300 ASCE 7-10 AA ASM35, AND SPEC. FOR ALUMINUM PART 1-A, & 1-B ASTM C94 ASTM C150 ASTM C33 ASTM C260 ASTM C494 ' ASTM A615 ASTM A185 FLORIDA BUILDING CODE 5th EDITION (CHAPTERS 16,20 & 23). 2010 ALUMINUM DESIGN MANUAL 1. ALL STRUCTURAL ALUMINUM SHALL CONFORM TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY WITH A F. ABBREVIATIONS: MINIMUM THICKNESS OF 0.040" FOR SUPPORTING MEMBERS. THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED 2. WHERE KICK PLATES ARE USED A MINIMUM THICKNESS OF TO REPRESENT ALL THOSE USED ON THESE DRAWINGS, BUT 0.024" SHALL APPLY. TO SUPPLEMENT THE MORE COMMON ABBREVIATIONS. 3. STRUCTURAL ALUMINUM DESIGN CONFORMS 1. TYP --TYPICAL TO "PART 1-A - SPECIFICATIONS FOR ALUMINUM 2. SIM -- SIMILAR STRUCTURES - ALLOWABLE STRESS 3. UON -- UNLESS OTHERWISE NOTED DESIGN' OR "PART 1-B - SPECIFICATIONS FOR ALUMINUM 4. CONT -- CONTINUOUS STRUCTURES - BUILDING LOAD AND RESISTANCE FACTOR 5. VIF -- VERIFY IN FIELD DESIGN' OF THE ALUMINUM DESIGN MANUAL 2010 PREPARED BY THE ALUMINUM ASSOCIATION, INC.WASHINGTON D.C. THE G. RESPONSIBILITY: FLORIDA BUILDING CODE 5th EDITION ( CHAPTER 16 STRUCTURAL DESIGN &CHAPTER 20 ALUMINUM). 1. ALL SITE WORK SHALL BE PERFORMED BY A LICENSED 4. WHERE ALUMINUM COMES INTO CONTACT WITH STEEL, OR CONTRACTOR IN ACCORDANCE WITH APPLICABLE BUILDING PRESSURE TREATED LUMBER PROVIDE DIELECTRIC CODES, LOCAL ORDINANCES, ETC. SEPARATION. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS, 5. ALUMINUM MEMBERS SHALL BE STITCHED WITH NO LESS NOTIFYING ENGINEER OF ANY DISCREPANCIES BETWEEN THAN #10 SMS 6" FROM THE ENDS AND 12" ON CENTER, IF DRAWINGS, FABRICATED ITEMS, OR ACTUAL FIELD USING #12 SPACING MAY BE 24" ON CENTER. CONDITIONS. 6. VINYL AND ACRYLIC PANELS SHALL BE REMOVABLE. THEY 3. DRAWINGS ESE DRAWIINGS REPRESENT THE ACCEPTABILITY OF T HE SHALL BE IDENTIFIED WITH A DECAL ESSENTIALLY STATING ROOM ADDITION ELEMENTS AS PROVIDED THE "REMOVABLE PANEL SHALL BE REMOVED WHEN WIND CONTRACTOR. SPEEDS EXCEED 75 MPH". DECAL SHALL BE PLACED SO IT IS 4• ALL DETAILS ON THESE DRAWINGS ARE ENGINEERED BASED VISIBLE WHEN PANEL IS INSTALLED. ON INFORMATION PROVIDED BY THE CONTRACTOR AND 7. 1 "XTWO.045" NON-STRUCTURAL MEMBERS SHALL BE MANUFACTURER. ATTACHED TO HOST WITH 1/4"0 X 1-3/4" EMBEDMENT & 24" 5. ANY DETAILS NOT SHOWN ARE TO BE ENGINEERED BY A O.C. MASONRY SCREW FOR CONCRETE & EQUIVALENT SIZE LICENSED P.E. IN ACCORDANCE WITH STANDARD WOOD SCREW WHEN IN WOOD & #10X 1/2" EMBEDMENT SMS ENGINEERING PRACTICES. OR TEK SCREWS IN ALUMINUM MEMBERS TVPTrAT. D. FASTENERS: i. ALL LAG BOLTS SHALL CONFORM TO STAINLESS STEEL TYPE 300 18-8, WITH STANDARD FLAT WASHER UNLESS MANUFACTURER GALVANIZES BOLTS SPECIFIES FOR USE WITH ACQ PRESSURE TREATED WOOD. H. MISCELLANEOUS: 1. ALUMINUM ADDITIONS ARE NOT TO BE INSTALLED ON A MANUFACTURED HOME, TRAILER HOME, OR PRE-FAB HOME. I THE EXISTING STRUCTURE IS ONE OF THESE, A SEPARATE 4TH WALL SUPPORT SYSTEM MUST BE ENGINEERED SO THAT NO ADDITIONAL LOADING IS PLACED ON THE MANUFACTURED HOME. 2. IF ENCLOSURE CONTAINS A SWIMMING POOL OR SPA, THE ENCLOSURE SHALL COMPLY WITH RESIDENTIAL SWIMMING BARRIER REQUIREMENTS OF THE FBC 5th EDITION R 4101.17 IN ITS ENTIRETY, 3. DOOR LOCATIONS MAY BE DETERMINED IN THE FIELD BY CONTRACTOR. 4. IF PAVERS ARE UNDER ALUMINUM MEMBERS THEY SHALL HAVE EPDXY ADHESIVE TO CONCRETE OR IF USING GROUT, ENSURE BONDING AGENT IS USED FIRST. 5. SCREENING MATERIAL SHALL BE 18X14X0.013 OR EQUIVALENT DENSITY SCREEN MESH ONLY UNLESS NOTED ON DRAWING S-2. 6. PLEASE NOTE: 2x2 (typ) DIAGONAL BRACING SHALL BE 2"X2"X0.055" MATERIAL, UNLESS OTHERWISE NOTED ON S-2. 7. ALL ALUMINUM SCREENED ENCLOSURES SHALL BE DESIGNED SPECIFICALLY FOR THE APPLICATION STATED IN RULE 61G20-1-002: TO REMOVE SCREEN PANELS IN THE EVENT OF FORECAST WINDS THAT EXCEED 75 MPH. LABELS SHALL BE PLACED ON CHAIR RAIL MEMBERS ON ALL SCREEN WALLS IN A LOCATION THAT CAN BE EASILY SEEN AND FOR ALL PANELS ABOVE THE DESIGNED CHAIR RAIL ON ALL SCREEN WALLS SHALL BE CUT AS PRESCRIBED IN THE RULE AND THE CONTRACTOR SHALL COMPLY WITH ALL THE REQUIREMENTS STATED IN RULE 61G20-1.002 AND SECTION 19 LAWS OF FLORIDA, 553.76, 553.77., ONLY APPLIES IF SHOWN ON PAGE 8-2 DRAWING PAGE. �`-EDIf{01 Gy J 1-7 0'7, D ST. LUCK COUNTY BUILDING Dp.q_'SIci� REVIEWED FOR Cr �cr`-I' •� REVIEWED BY ,I DATE I r7 _ �® 0'�� PLANS AND -PERMITALTUST BE KEPT ON S ® OR NO LNSPECTION$VILL BE MADE. o o DESIGN DATA: I. ULTIMATE DESIGN WIND SPEED Vult, (3 SECOND GUST): NOMINAL DESIGN WIND SPEED Va9d: 2. RISK CATEGORY: 3. WIND EXPOSURE: 4. WIND LOADS: SCREEN ROOF: N/A SCREEN WALLS: 31 PSF SOLID ROOF (SCREEN WALL): 25 PSF COMPONENTS AND CLADDING LOAD: +20.98/-30.40 PSF 150.MPH ANB @&gL�'-w01 116 MPH ECT 1T� AM &'S C0pgE a I _ W f1€4 104§PEcToRs TAT B I 690ARy IN ORDER TO Lf ft ALL APPLICABLE CODES. 5. FACTOR APPLIED TO SCREEN WIND LOADS FOR 18X14X0.013 OR EQUIVALENT DENSITY SCREEN MESH: 0.88 6. FACTOR APPLIED TO SCREEN WIND LOADS FOR ALLOWABLE STRESS DESIGN: 0.¢` 7. LIVE LOAD: ((�i 3001b. VERTICAL DOWNLOAD ON PRIMARY SCREEN ENCLOSURE MEMBERS. 2001b. VERTICAL DOWNLOAD ON SCREEN ENCLOSURE PURLINS. 8. PROPOSED 8"X8" W/ (1) # 5 REBAR W/ 25" OVERLAP ON 3" CHAIRS W/ 4" MONOLITHIC SLAB W/ FIBER -MESH FILLED W/ 3000 PSI SHALL BE ADEQUATE TO RESIST THE UPLOADS FOR THE PROPOSED STRUCTURE. 9. 10. SCREEN ROOF TYPE : N/A 11. SOLIDROOF TYPE; 3"X48"X0.032" ELITE EPS COMPOSITE PANEL ROOF 11b FOAM ALUMINUM STRUCTURAL MEMBERS HOLLOW SECTIONS 2 x 2:---------------------------------------2" x 2" x 0.044" 2 x 3:---------------------------------------2" x 3" x 0.050" 2 x 4:--------------------------------------2" x 4" x 0.050" 2 x 5:---------------------------------------2" x 5" x 0.050" OPEN BACK SECTIONS 1 x 2:----------------------------------------1" x 2" x 0.040„ 1 x 3:----------------------------------------1" x 3" x 0.045„ SNAP SECTIONS 2 x 2 Snap: ---------------------------------- 2" x 2" x 0.045„ 2 x 3 Snap:---------------------------------2" x 3" x 0.050" 2 x 4 Snap:--------------------------------- 2" x 4" x 0.045" SELF MATING fSMB 2 x 4 SMB:---------------------- 2" x 4" x 0.044" x 0.100" 2 x 5 SMB:------------- --------- 2" x 5" x 0.050" x 0.118" 2 x 6 SMB:---------------------- 2" x 6" x 0.050" x 0.120" 2 x 7 SMB:-------------•-------- 2" x 7" x 0.057" x 0.120" 2 x 8 SMB:---------------------- 2" x 8" x 0.072" x 0.224" 2 x 9 SMB:---------------------- 2" x 9" x 0.072" x 0.224" 2 x 10 SMB:------------------- 2" x 10" x 0.092" x 0.374" ,EALED FASTENERS OR ATTAC ARE THE RESPONSIBIUTY OF 1 CONTRACTOR OF RECORD �a 1� Tfy r!Lq I AVE REVIEWED AN Abp .40,0E IN 4NC9 I'it WeE%1V& 13g 5th - e No. 70667 e °o STATE OF 'A'-� ENGINEER OF RECORD: David V1I;Smith P.E. FLORIDA LICENSE: 53608 Thomas L. Hanson P. FLORIDA LICENSE: 38654 Mark R. Dunn P.E. FLORIDA LICENSE: 73968 Joel Falardeau P.E. FLORIDA LICENSE: 70667 Erik Stuart P.E. FLORIDA LICENSE: 77605 FBC Plans & Engineering Services, Inc. 6272 Abbott Station Dr. Unit 101 Zephyrhil.ls, FL 33542 Ph#(813)788-5314 1# 1-(866)824-7894 E-mail-erb@Ibcplans.com W ebsite-WwW,tbcplans.com C.O.A.429054 DATE: 7-14-2017 DRAWN BY: TLK REVISION; I DATE: RO 1 RO 2 RO 3 RO 4 PROJECT ADDRESS: STROMAK 9621 KNOLLWOOD LN FT PIERCE, FL 34951 ,ONTRACTOR: K & S INDUSTRIES, INC. 1379 SW BILTMORE ST. PORT ST LUCIE, FL 34983 N( S THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC DESIGN, LLC 0 I 2x4PB I IM I m 0 0 o I IZ (2x4PB N i ATTACH TO HOST FASCI, I I I I 3" CPMPOSITE I PANEL ROOF I SS3 I I _ -I- 21 X2 EDGE BM 22'-0" 2X3,/1X', (tyP) G S-3 Sl S-3 1 X2-J 2x2PB 12x4PB I �I 2x4P 1l4 S-4 S-3 1X2 2x2PB-\ II KP 2x4PBN @ o g m z 2x4PB PROPOSED 8"X8" W/ (1)#5REBAR& 4" MONOLITHIC SLAB N II KP N I 0 I 0 RECEIVED AUG 2 9 2017 PER4 'rTt%''G St. Lucie County, FL i 7 07 - 03A I HEREBY QRTIFrYTH Tff�� JA,VE REVIEWED THIS PLAN ANI),AOUNDI� �� 14IN COI`4[ANa 1I�pS E7 0 y �4 5th EDIT 0 A ' F 4��" o°000eo°o ®0o o o No. 70667 = G � f , Pf2S7 •© G���E/CLrw. ENGIIV } O BR G0RV- David W. Smith P.E. FLORIDA LICENSE: 53608 Thomas L. Hanson P.E FLORIDA LICENSE: 38654 Mark R. Dunn P.E. FLORIDA LICENSE: 73968 Joel Falardeau P.E. FLORIDA LICENSE: 70667 Erik Stuart P.E, FLORIDA LICENSE: 77605 FBC Plans & Engineering Services, Inc. 6272 Abbott Station Dr. Unit 101 Zephyrhilis, FL 33542 Ph#(813)788-5314 Fax# 1-(866)824-7894 E-mail-erb@fbcplans.com Website-Www,fbcplans.com C.O.A.429054 DATE: 7-14-2017 DRAWN BY: TLK REVISION: DATE: RO1 DATE:8-24-2017 RO 2 RO 3 RO 4 PROJECT ADDRESS: STROMAK 9621 KNOLLWOOD LN FT PIERCE, FL 34951 CONTRACTOR: K & S INDUSTRIES, INC. 1379 SW BILTMORE ST. PORT ST LUCIE, FL 34983 FLOOR S- THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC DESIGN, LLC N i ALUMINU'm iiiSER PAN 3"SOLID (4) #10 SMS W/ 3/4" ROOF PANEL WASHERS PER 12" PANEL Detail C2----------------- #10 X4" SMS 1-1/4" NEOPRENE 3"SOLID PER WAS41, ROOF PANEL NEL _ _ _ 2"X2"X3"XO.62" _ -- -- 7.-- ------- _ - ANGLEW/(2)#12X - '_ - - -_ -_'_'_-_-EDGEBEAM 3/4"EA.LEG _- - - - SLICE ��#10X4"SMSTHRU EDGEBEAMINTO POST SCREW BOSS 1"ACK z"X3"Xo.050" EDGEEDGE BEAM CONTINUOUSTO BEAM SPLICE HED E/(2)#io&To 1, �� (4)#1OX4"-MIN, _-_-_-_-_-_-_-_-_- EDGEBEAMw/#1oX II INTO SCREW BOSS 1%"SMS12"C/C II �'---2'13"XO-050"UPRIGHT 2"X2"X3"X 0.62" (4) #10X4" SMSTHRU 1 ANGLE W/ (2) #12X SIDE VIEW EDGE BEAM INTO I I 3/4" EA. LEG POST SCREW BOSS EDGE BEAM SPLICE S ROOF PANEL TO EDGE BEAM CONNECTION DETAIS S_3 SCALE:NTS OPTION #1 OPTION #2 (4)#10 x 1 Y2" SMS RECEIVING CHANNEL INTO SCREW OR ANGLE EA. SIDE (typ) BOSSES 170625" THICKNESS) 2"X2" OR 2"X3" (2) #1Ox 3/4" SMS PURLIN OR GIRT (typ) EA. LEG) (TOTAL 6 SCREWS R.C. (8) SCREWS ANGLE EA. CONNECTION) H PURLIN OR GIRT TO BEAM OR POST DETAIL S-3 SCALE:NTS (4) #10 X 3/4" SMS FASTENING SECONDARY ANGLE TO COLUMN (TYP EACH SIDE) (B) -3/8" 0 CONCRETE SCREW ANCHOR INTO SECONDARY ANGLE(TYP EACH SIDE) (SEE O a TABLE) O O ANCHORSPA (MIN) (TYP) (SEE TAB) Column Size 3/8" 0 Concrete Screw Anchor B Min. Spa 2x3 2x4 1 3 2x5 1 3 2x6 1 4 2x7 1 5 2x8 1 2 3 2x9 1 2 4' 2x10 1 2 •UPRIGHT SECONDARY ANGLE MIN 0.125" THICK (NOT REQUIRED FOR 2X3 MEMBER) ' PRIMARY 2" X 2" X 0.125" ANGLE (2) #10 X 3/4" SMS FASTENING COLUMN TO PRIMARY ANGLE (TYP EACH SIDE) 1" X 2" BASE MEMBER (TYP EACH SIDE) (1) - 3/8" 0 CONCRETE SCREW d ANCHOR INTO PRIMARY ANGLE AND @ 1/4" 0 CONCRETE 3" (MIN) SCREW ANCHOR @ 24" O.C. BETWEEN COLUMNS NOTES: CTYP EACH SIDE) 1, NUMBER OF ANCHORS "B" IS EACH SIDE INTO THE SECONDARY ANGLE AND DOES NOT INCLUDE THE ANCHOR INTO THE 1X2, 2. MINIMUM EMBEDMENT OF ANCHORS INTO CONCRETE FOOTING SHALL BE 2-3/4" AT AT ALL UPRIGHT LOCATIONS. ALL SCREW LENGTHS AT UPRIGHT CONNECTIONS SHALL BE OF SUFFICIENT LENGTH FOR REQUIRED EMBEDMENT INTO CONCRETE FOOTING WHEN A PAVER DECK IS PRESENT, 3. CONCRETE SCREW ANCHOR DESIGNS ARE BASED ON ITW RED HEADS LDT 3/8" 0 STAINLESS STEEL CONCRETE SCREW. OTHER SIZE OR TYPE OF ANCHORS SHALL NOT BE USED. 4, 2X2W/1X2 CORNER POST SHALL REQUIRE SAME BASE CONNECTIONS AS 2X3 SHOWN IN TABLE, is 2" x 3" OR LARGER UPRIGHT TO CONCRETE W WO PAVER DETAILS S-3 SCALE:NTS 1 I HtL-.`tERTIFYTHAT I HAVE REVIEWED THIS PLAN -AND FOUND IT TO BE IN COMPLiAN�E )VTII ASCE�-10; & FBC 5th r� EDITION L ,!� +' � � •000ao•° • �' p •°`°VXG ENS No. 70667 me c 2"x_"MEMBER • } • (SEE SHEET S-2 FOR SIZE) EXISTING MASOM WALL GROUTED SOLID OR WOOD -)3 s�A7 OF • (1� •° — — — @ CONNECTION °. 4 °•• •: (` ` d ` ` 35R L David mith P.E. EAVEMEMBER ATTACHEDTO 1"X2" OPEN HACK W/ (4) #10X2" SMSTHRU FLORIDA LICENSE: 5-3608 SCREW BOSSES (typ) ► Thomas L. Hanson P.E FLORIDA LICENSE: 38654 1"X2"X0.045"OPEN BACK Mark R. Dunn P.E. ATTACHED TO HOST W/ 1/4"0 X / 2-3/4" EMBEDMENT MASONRY FLORIDA LICENSE: 73968 SCREW 3" FROM END &@ 24" O.C. OF Joel Falardeau P.E. WOOD USE IDENTICAL SIZE LAG) FLORIDA LICENSE: 70667 Erik Stuart P.E. SZ FLORIDA LICENSE: 77605 END BEAM TO HOST STRUCTURE DETAIL S-3 SCALE:NTS FBC Plans & Engineering Services, Inc. 6272 Abbott Station Dr. Unit 101 Zephyrhills, FL 33542 Ph# (813)788-5314 Fax# 1-(866)824-7894 E-mail-erb@fbcplans.com W ebsite-Www,fbcplans,com r-EXISTING HOST STRUCTURE C,O.A.-#29054 BREAK FORM HEADER OR RECEIVING CHANNEL DATE: 7-14-2017 HINGE LOCATION DRAWN BY: TLK #10 SMS AT EACH RISER REVISION: DATE: FOR PAN OR #10 SMS @ 2" x 2" EXTRUSION 2" x 2" EXTRUSION 8" O.C. FOR COMPOSITE PANEL RO 1 RO 2 SOLID ROOF HINGE LOCATION DOOR I RO 3 RO 4 PROJECT ADDRESS: HINGE LOCATION 10 SMS @ 8" O.C. 1-1/4" 7(2) (MIN) OR COMPOSITE PANEL 0 SCREWS PER 12" H CONNECTING [#10 STROMAK 9621 KNOLLWOOD LN FT PIERCE, FL 34951 NOTES: 1. HINGES SHALL BE ATTACHED TO STRUCTURE W/ (3) #10 x 5/8" SMS MINIMUM. PAN TO HEADER (BOTTOM OR BACK OF PAN) CONTRACTOR: 2. DOOR SHALL BE ATTACHED TO ENCLOSURE w/(2) HINGES MINIMUM. 3. HINGES SHALL BE ATTACHED TO DOOR WITH (3)#10 x 5/8" SMS. FASTEN A 1" x 2" x 0.044" TO UPRIGHT W/#12 x 1" SMS @ 12" O.C. AND WITHIN 3" FROM END OF THE UPRIGHT. SCREWS PER 12" WIDTH CONNECTING HEADER OR CHANNEL TO FASCIA, S1 ROOF PANEL TO FASCIA CONNECTION DETAILS S-3 SCALE:NTS K & S INDUSTRIES, INC. 1379 SW BILTMORE ST. PORT ST LUCIE, FL 34983 F TYPICAL SCREEN DOOR CONNECTION DETAIL S_'JJ SCALE:NTS DE rm SAE MCI THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC DESIGN, LLC . - ) -1 0 v i ..a (1)#5 REBAR CONTINUOUS W/ 25" OVERLAP AT ALL JOINTS ON 3" CHAIRS & CENTERED TYPE II MONOLITHIC SLAB MODERATE SLOPE D i iPel SLOPE; 2":12" - 3": D NOTES FOR ALL FOUNDATION TYPES: 1. THE FOUNDATIONS SHOWN ARE BASED ON A MINIMUM SOIL BEARING PRESSURE OF 1,500 PSF. THE BEARING CAPACITY OF THE SOIL VERIFIED BY A LICENSED CONTRACTOR PRIOR TO ANY POURING OF CONCRETE. 2. THE SLAB/FOUNDATION MUST BE CLEARED OF ALL DEBRIS, AND COMPACTED PRIOR TO POURING OFANY CONCRETE. 3. CONCRETE MEET THE SPECIFICATIONS IN THE S-1 NOTES PAGE. K TYPE H MONOLITHIC SLAB FOOTING S-4 ' .. I HEREBY CERTIFY THAT I HAVE REVIEWED THIS PLAN AND FOUND IT TO BE IN COMPLIANCE WI1:H ASCE7=10, &FBC 5th EDITION. A � n •Q°goo®c.,., .4 o- 70667 : C • . o • SrgrE of00 o � -N ° ® • °° a, ENG'I4$%R'DF 4 David it� P;E. FLORIDA LICENSE: 53608 Thomas L. Hanson P.E FLORIDA LICENSE: 38654 Mark R. Dunn P.E. FLORIDA LICENSE: 73968 Joel Falardeau P.E. FLORIDA LICENSE: 70667 Erik Stuart P.E. FLORIDA LICENSE: 77605 FBC Plans & Engineering Services, Inc. 6272 Abbott Station Dr. Unit 101 Zephyrhills, FL 33542 Ph# (813)788-5314 Fax# 1-(866)824-7894 E-mail-erb@ fbcplans.com Website-www.fbcplans.co m C,O.A.429054 DATE: 7-14-2017 DRAWN BY: TLK REVISION: DATE: RO 1 RO 2 RO 3 RO 4 PROJECT ADDRESS: STROMAK 9621 KNOLLWOOD LN FT PIERCE, FL 34951 CONTRACTOR: K & S INDUSTRIES, INC. 1379 SW BILTMORE ST. PORT ST LUCIE, FL 34983 DETAIL =L'V' S-4FILE, �. THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC DESIGN, LLC