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HomeMy WebLinkAboutREVISION - PLANSGQe� C HGUM 4/12-SDS Concealed Flange (8) 5/8"x 5" Titen HD to CBS & (8) 1 /4- x 2 1/2- SOS screws to LVL Allowable Uplift: 4230 lbs. Allowable Down: 14965 lbs. Applied Uplift: 900 lbs. Applied Down: 3000 lbs. Bonus Porch (2) 1 3/41" x 161" LVL Beams -� A HGUS 414 Hanger (66) 16d at Carrier Beam (22) 16d at Carried Beam Allowable Uplift: 5515 lbs. Allowable Down: 10100 lbs. Applied Uplift: 676 lbs. Applied Down: 606 lbs'.-\ The existing 8 x 16 CBS column to be removed PROVIDE ONE LAYER OF 15# FELT MOISTURE BEARIER AT THE BACK OF HANGERS BETWEEN THE LVL BEAMS (2) 1 3/4" x 16" LVL Beams HGUM 4/12-SDS Concealed / Skewed (8) 5/8"x 5" Titen HD to CBS & (8) 1/4" x 2 1/2"" SDS screws to LVL Allowable Uplift: 2750 lbs.— Allowable Down: 11224 lbs. Applied Uplift: 876 lbs. Applied Down: 3200 lbs. SP8 AT EVERY STUD WITH (6) 1 Od NAILS LE PLATE x 8 PLATE 2 x 8 STUDS 24"c.c Cover each side of studs with one layer of 5/8" cdx plywood fastened as per Nailing schedule. Cover with one layer of House Wrap and paper backed wire lath and stucco finish. 2 x 8 P.T. PLATE FASTENED 2 x 8 P.T. PLATE TO PERIMETER BEAM WITH 5/8" x 6" WEDGE BOLTS WITH 1/8" x 3" WASHER AT 24"o.c. KNEE WALL TO MASONRY AT ENTRY TOWER Bdrm. 2 HGUM 4/12-SDS Concealed / Skewed (8) 5/8"x 5" Titen HD to CBS & (8) 1/4" x 2 1/2" SOS screws to LVL Allowable Uplift: 2750 lbs. Allowable Down: 11224 lbs. Applied Uplift: 900 lbs. Applied Down: 3000 lbs. Porch (2)2x8 TOP PLATE SP8 16"c.c (6) 10d NAILS (2) 2 x 12 HEADER BOND TOGETHER WITH 16d AT 6-c.c. • Kitchen Great Room SP8 AT EVERY STUD WITH (6) Ill NAILS TOP & SOLE PLATE (2) MSTA18 (14) 1Od NAILS (2) 2 x 8 STUDS UNDER HEADER 2x8P.T. PLATE Brng. Header Detail Bdrm. 3 2 x 8 Blocki Lnd. Dining Study (2) 2 x 12 Header L-9 2 x 8 plate at Head and Jambs See Bring. Header Detail 5/8" c.d.x. plywood on /' Arched Opening each side and bottom � nail as per struct. notes Exterior Arched Header Framing Typical for Half Round Arches Garage Cast Crete Lintel Schedule All Rebar to be #5 Grade 60 min. MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 3'-8"" 11809 690 6627 119 SF40-1 B/1 T L-2 4'-6"" 7547 690 3508 119 81`20-1B/1T L- 4'-8"" 9311 873 4594 839 8RF42-1 B/1 T L-4 11`4" 4006 1012 1749 310 81`44-1B/1T L-5 1T-4" 2047 873 1470 839 81`44-1B/2T L-6 7'-8"" 1245 418 680 180 81`12-1B/1T L-7 8'-4"" 1843 248 1634 25 8F16-1B/1T -8 T-4"" 6472 1704 3508 283 8F50-1B/1T L-9 4'-8" 7547 248 2949 25 81`20-1B/1T L-10 5`10" 8328 183 4498 247 81`40-1B/1T L-12 13'-8`" 442 200 384 150 8F8-1B/1T L-13 4'-6" 6113 690 2724 119 8F16-1B/1T L-14 4'-6" 1756 200 867 150 8RF6-1B/1T L-15 4'-8" 9311 1366 4594 335 8RF38-1B/1T L-16 T-4- 755 200 506 150 8RF6-1B/1T L-17 9'-6" 1533 204 914 24 8F16-1B/1T Lintels L-18 & L-19 have been removed and replaced with (2) 1 3/4- x 16- LVL Beams c 0 U N r E m 0 0 0 open open open 6 1'-8"" 6 1'-8" Truss Brng. OIL— 20'-4"" T.O.B. h 14'-0" Lower the existing CBS from 16'-0"' to 14'-0- prior to pouring beam Front Entry Tower Elevation EVIEWFT FO E COPE C gT. LV BO U U 00 00 W ltd- Q C`) ILL � N L LU U z 4> d: LO ho C/' LL w Q LO 4, 00 (DE^ 0 J — Q > Cn Z U U M FE V w ~ o p o co w 0 > CD N � cv ^+� W ; Q (� CU Lu (a C In N M" L T = CD Z .� If iT UQW r-- Of N < M /mac/ r T w U z W N 4-J W C: (D E W n W — U N 0 W d 0 N w 06 w 0� p U D Z_ z m 0 -m > +' w buO J m fn Q date revision 7/29/19 Job site field drawn J. checked s.l. date 7/29/19 scale as noted job number 18073 sheet A-1 crAnlnIED BY St. Lucie County 1019 11 %Mr WALL LEGEND •♦�• 20'-4" A. 4'-0" A. F . F 1'-4" A. F. F - VV �/� LVVI\ 11I".IYVLI\V VIIVYVIY AI\L IIIIV V�V UNLESS NOTED OTHERWISE MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID WIND ASCE7-10 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY II WIND LOAD 160 MPH *TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS ROOF LOADING TCLL: 20 PSF TCDL: 15 PSF BCDL: 10 PSF TOTAL: 45 PSF FLOOR LOADING TCLL: PSF TCDL: PSF BCDL: PSF TOTAL: PSF DURATION: 1.26 1 DURATION: IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. 3NATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. M CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-131 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. BUILDER: REGATTA HOMES RES: MARINUCCI MODEL: N/A ADDRESS: TBD LOT / BLOCK: -- CITY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JL JOB # : 1633838 DATE: 02/16/19 SCALE: NTS REVISIONS: 1. REVISE TO 1104" CLNG 4118 2. CHANGE ENTRY TO 20'-4" 7/24 3. 4. d A 30" x 16"' Fixed Glass Top at 8'-0" Bonus A Porch 6 Hanger 16d at FaceOd at Hangerable [(18) Uplift: 1515 lbs. able Down: 2975 lbs. (2) 1 3/4"" x 16" ed Uplift: 676 lbs.LVL Beams A ed Down: 606 Ibs.-\ U L' Q The existing 8 x 16 C B HU416 Concealed CBS column to be (20) 1/4"" x 2 3/4"" Titen removed (8) 10d at Hanger Allowable Uplift: 1515 lbs. Allowable Down: 4920 lbs. PROVIDE ONE LAYER OF 15# Applied Uplift: 900 lbs. FELT MOISTURE BEARIER AT Applied Down: 3000 lbs. THE BACK OF HANGERS BETWEEN THE LVL BEAMS (2) 1 3/4" x 16- -LVL Beams 0 HSU414 Skewed ' w� (26) 3/16', x 3' Titen screws to CBS and (8) 16d Nails to L_VL Allowable Uplift: 1490 lbs._ Allowable Down: 3875 lbs. Applied Uplift: 876 lbs. Applied Down: 3200 lbs. 191 SP8 AT EVERY STUD WITH (6) 10d NAILS LE PLATE x 8 PLATE 2 x 8 STUDS 24""c.c Cover each side of studs with one layer of 5/8" cdx plywood fastened as per Nailing schedule. Cover with one layer of House Wrap and paper backed wire lath and stucco finish. 2 x 8 P.T. PLATE FASTENED 2 x 8 P.T. PLATE TO PERIMETER BEAM WITH 5/8"" x 6" WEDGE BOLTS WITH 1/8" x 3"" WASHER AT 24""o.c. KNEE WALL TO MASONRY AT ENTRY TOWER Bdrm. 2 0 HSU414 Skewed (26) 3/16"x 3 1/2"Titen screws to CBS and (8) 16d Nails to LVL Allowable Uplift: 1490 lbs. S Allowable Down: 3875 lbs. Applied Uplift: 900 lbs. Applied Down: 3000 lbs. Porch Master Bdrm. (2)2x8 TOP PLATE SP8 16"c.c (6) 10d NAILS (2) 2 x 12 HEADER BOND TOGETHER WITH 16d AT 6-c.c. A 30"" x 16"" Fixed Glass Top at 8'-0- Kitchen Great Room SP8 AT EVERY STUD WITH (6) 10d NAILS TOP & SOLE PLATE (2) MSTA18 r (14) 1Od NAILS (2) 2 x 8 STUDS UNDER HEADER 2x8P.T. 'PLATE Brng. Header Detail Bdrm. 3 2 x 8 Blocki Lnd FM Study (2) 2 x 12 Header L-9 Garage Cast Crete Lintel Schedule All Rebar to be #5 Grade 60 min. MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 T-8`" 11809 690 6627 119 8F40-1B/1T L-2 4'-6"" 7547 690 3508 119 81`20-1B/1T L- 4'-8"" 9311 873 4594 839 8RF42-1B/1T L-4 11`4" 4006 1012 1749 310 8F44-1B/1T L-5 17'-4" 2047 873 1470 839 8F44-1 B/2T L-6 T-8" 1245 418 680 180 81`12-1B/1T L-7 8'-4" 1843 248 1634 25 81`16-1B/1T L-8 7'-4" 3898 1704 2102 283 81`22-1B/1T 7547 248 2949 25 81`20-1B/1T L-10 5`10` 8328 183 4498 247 81`40-113/1T L-12 13'-8" 442 200 384 150 8F8-1B/1T L-13 4'-6"" 6113 690 2724 119 81`16-1B/1T L-14 4'-6"" 1756 200 867 150 8RF6-1B/1T L-15 4'-8"" 9311 1366 4594 335 8RF38-1B/1T L-16 T-4"" 755 200 506 150 8RF6-1B/1T L-17 9'-6- 1533 204 914 24 8F16-1B/1T Lintels L-18 & L-19 have been removed and replaced with (2) 1 3/4" x 16" LVL Beams 0 0 v� N DAbove,Typ. E m 1L 0 0 2 x 8 plate at Head and Jambs See Bring. Header Detail 5/8" c.d.x. plywood on / Arched Opening each side and bottom �/ nail as per struct. notes Exterior Arched Header Framing Typical for Half Round Arches opunll6l lopeen 161 open -Q ", Truss B T.O.B. h 14'-0- Lower the existing CBS from 16'-0- to 14`0- prior to pouring beam Front Entry Tower Elevation N �j 00 V U- p2 � �C Q Lu U av �i Z a) C3a"'O C.) L-2 4U .Ji N Q Q 0l`00 N E l V 6� N H Q ,� vo-OW L to N Lu c7 > lid, N � U) cv � W ~ W NIn 0 C Ill(�U N F- D i C/) v Q 00 N�ycc L.L T W O z W 0 4-J W O 0 E W Q W � O N z � N � a � w _ 06 0� F b. U O U F- 'a z z m O Q L > W � J_ m N Q date revision Job site field 7/29/19 revisions Job site field Q 8/12/19 revisions drawn &I. checked s.l. date 7/29/19 scale as noted job number 18073 sheet A-1 SCANNED "I St. Lucie County 21/2- 21/2- Pre Engineered j Trusses CJ1 3/8" dia. x 8" Thru Bolts (Typical at 2 places) (1) MGT Tiedown with (22) 10d to framing and (1) 5/8" dia. ATR drilled and epoxy to Grouted CBS with 12" min. embedment 1'-4"" Top of C.B.S. 1 Grouted CMU Column Section (1) P.T. No. 2 SYP Vertical, 7 1/2" wide. From Bond Beam to underside of the — Roof Deck on each side of CJ1 Truss. Fasten with (2) 3/8" x 8" thru bolts. OIL Top of C.B.S. (2) 1 3/4" x 16" LVL Beams — 0 Grouted CMU Column (1) P.T. No. 2 SYP Vertical, 7 1/2" wide. From Bond Beam to underside of the Roof Deck on each side of CJ1 Truss. Fasten with (2) 3/8- x 8" thru bolts. New Top of LVL 1$ 12'-3" +/- (2) 1 3/4" x 16"' - LVL Beams IN HU416 Concealed (20) 1 /4" x 2 3/4" Titen (8) 10d at Hanger Allowable Uplift: 1515 lbs. Allowable Down: 4920 lbs. Applied Uplift: 900 lbs. Applied Down: 3000 lbs. In the event that the number of masonry screws can not be achieved. The masonry screws can be replaced at wood members with #10 x 2 1/2" SD Screws. The amount of fasteners shall not be reduced. Pre Engineered Trusses CJ1� 0 New Top of LVL h 12'-3' +/- Section 3/8" dia. x 8" Thru Bolts (Typical at 2 places) Detail at Hanger „A„ Scale: 3/4" = 1'-0" Floor Plan Scale: 1/4" = 1'-0- 1. (2) 1 3/4- x 16- LVL Beams 12'-3- +/- New Top of LVL HSU414 Skewed I (26) 3/16- x 3 1/2', Titen F — screws to CBS and (8) 16d Nails to LVL Allowable Uplift: 1490 Ibs.CB Allowable Down: 3875 lbs. Applied Uplift: 900 lbs. Applied Down: 3000 lbs. In the event that the number of masonry screws can not be achieved. The masonry screws can be replaced at wood members with #10 x 2 1/2" SD Screws. The amount of fasteners shall not be reduced. 7 1 /2- x 9" P.T. Solid Lumber Fastened to Grout Filled Bond Beam with (2) 5/8" dia. A T.R. with min. of 12" Embedment into Masonry Drilled and Epoxy. with 3- x 1/8- square washer and Nut. Tighten so Wood Block is Tight and Level to Bond Beam P.T. Blocking Shown as Shaded Area :1M Top of C.B.S. 11'-4"" Section Detail at Hanger "B" Scale: 3/4" = V-0" (2) 1 3/4" x 16" LVL Beams 12 3" +/- I$ New Top of LVL HSU414 Skewed (26) 3/16" x 3" Titen screws to CBS and (8) 16d Nails to LVL Allowable Uplift: 1490 lbs. Allowable Down: 3875 lbs. Applied Uplift: 876 lbs. CD Applied Down: 3200 lbs. In the event that the number of masonry screws can not be achieved. The masonry screws can be replaced at wood members with #10 x 2 1 /2- SD Screws. The amount of fasteners shall not be reduced. Section (2) 1 3/4" x 16" LVL Beams � �� Pre Engineered Trusses 24"o.c. Grouted Bond Beam B 7 1/2" x 9" P.T. Solid Lumber Fastened to Grout Filled Bond Beam with (2) 5/8" dia. A.T.R. with min. of 12- Embedment into Masonry Drilled and Epoxy. with 3" x 1/8" square washer and Nut. Tighten so Wood Block is Tight and Level to Bond Beam P.T. Blocking Shown as Shaded Area 7 1/2- x 9" P.T. Solid Lumber Fastened to Grout (2) 1 3/4" x 16" Filled Bond Beam with (2) LVL Beams 5/8- dia. A.T.R. with min. of 12- Embedment into Masonry Drilled and Epoxy. with 3- x 1/8" square washer and Nut. Tighten so Wood Block is Tight and Level to Bond Beam P.T. Blocking Shown as Shaded Area I Top of C.B.S. D $ 11'-4"" � Detail at Hanger „D„ Scale: 3/4" = 1'-0- Connector Notes: A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy SHORING NOTE Design, Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301 \ (2) 1 3/4" x 16" LVL Beams New End Detail Scale: 3/4" = V-0" Grouted Bond Beam � z r` Plan View Pre Engineered Trusses 24"o.c. 7 1/2" x 9" P.T. Solid Lumber Fastened to Grout Filled Bond Beam with (2) 5/8" dia. A.T.R. with min. of 12" Embedment into Masonry Drilled and Epoxy. with 3" x 1/8" square washer and Nut. Tighten so Wood Block is Tight and Level to Bond Beam P.T. Blocking Shown as Shaded Area Plan View RECEIVED SEP 19 2019 ST. Lucie County, Permitting SEE END DETAIL REPAIR DETAILS PER BUILDERS FIRST SOURCE TRUSS ENGINEERING SHEETS FILE Copy K`isbc Ri /ISION CV 00 QM (n ILL O L. W U Z N c� a LO LL c� CID _b.0_ N LU 0 Q + 00 (D c J � — ¢ N > ~ N U U LU ' O J -- 1n J W 0 � /Q V J N Qi� Qr\ CZ C N / LU CQ 2 o Z C0 U O w cli r- _ U) v Q 00 N� I..L Cl) T N J_ Q a-J LU o E Q- Lu z O 0 LU N Z > W 2 N � Q W 06 Y Q bA U i LU (- — Z = m Q �� w� m �; J J drawn 5.1. checked date 8/18/19 scale as noted job number 18073 sheet A-1 a REVIEWED F CODE COMPLI ST. LUCIE CO BOCC iu� a 51'0„ b'4" 13'8„ 18n N \ c N iO 'D 5' 0" 7' 8-128' 9 1/2" N O N [7 NLU %p CA C 1 f+l Nr M N 1' 6° 2 WW N N N N N III N N M W V Im LuEJ2 CJ3 n 26' 3" 24' 9" tEJ31 wJs Nlflw 1 6 1 6 CJ1 u-j` - V i0 EJ51 EJ51 D CA _ a - (]n , On , On' , On c , I]n , On , On , On , On In EJ5 - B Ehl � - ', n > > > EJS EJ21 N ;y HGL4 6-2 ! _ _ = t- - " O -- C12 HGU526-2 N 34' 11 �� U EJ51 - CJ1 _ [HTU26 HTU2 �'� ?.. t o 5' 0" - O C11 G Q W �, EJ51 En r' :- HTU26 -- _ _-- T 6 U a - o C10 EDJ5 HTU2] F_ - -. j HTU26 _ Q to — — — — — — — — — — — — — — — — -- - o CJ3 a C8 v> N :. CJ1 HTU26 11' 4" CLNG C7 °> HTuze C� O E 3 a HGU526-2 10 1/ C6 HG 26 W rn J 1 �. - -w O O - HTU26 1' 0il ZD -w C __.J11 U 7 -4" BRG 0 n a, Hruz6 TOP OF HEEL -_ P61 6 11'-4 TO 12' d 4 @ 15'-4" 29' 10" HTU26 COFFER (+12" LNG):' m r-- D PB C3 i� -70 o 2 4 „ 0153 . h o 0 ``,, 00 iLl 11!4" TO 12'-4" PB3 Crg � o Al COFFER (+12'. CLN ) ��� CJ13 K B3 _ zo s� t 7' 0" '. A2 > PB3 71 $1 0., ° 2T 6., _ 3 6' T O - 1 0 T�.(15'- 'CL A2 C FFER +12 ) z a = 16�-0" BRG o d-- V EJ54 o TRUSSES HAVE r� 11 '4" CLNG n -� PB3 o Q EJ54 5' 0" HIGH HEEL, HELD BACK 1 FOR EXT 12- 1" PB3 =0 . 14'-0" CLNG CA PLYWD Al IoB o .- CJ13 B1 _ - ., J .. 7 0' 14' 7" B_2 -.� 1 6„ 11 %4" TO 12' 2, n EJ68 B3 COFFER (+12" LNG) .'C> o 1 6 n o 12' 4, �1, 11.4, BRG - - TOP OF HEEL 2 E 68 - HTU26 B4 @ 15'-4" 20' 0" U- 6 ' a HTU26 ri -- - �� d CJ1 'Htu OJ - r` :., 0 6 w w w HVJ 0ti M E 5 - _ r1j_LU 5 0„ LL v LL: - - 0 11' 4" CLNG �� _ Cl E 5 r. U HTU26 B8 j FA 1,16" E 43 HQU526 2 HGU 26 5' 0" y EJ5 N o B9k," EJ63 O i11'4" TO 12'-4" - : o „ .� N OFFER (+12" CIL G) Fes,; F✓6 0� in .yIO 1' 6 N F M V' V V' V lA N N lfI In 1n IA N N Cl) N (7 U' W W W W W W W W W W W W W W W Y ti 7' 0" 34' 11" 2' 4" 14' 2" 5111, 44' 3" 3' 8" 23' 10" 13' 0" ' 8" 36' 10" O' 305' 8" WALL LEGEND lr%l 011 A. F. F 4'--0" A.F.F 11'-4" A. F. F CAUTION!!! RFCFIVF4 DO NOT ATTEMPT TO ERECT JUN 20101y TRUSSES WITHOUT REFERRING TO Perrnittin THE ENGINEERING DRAWINGS AND sr.1_u A�partTent, BSCI-B1 SUMMARY SHEETS. r ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO _ INSTALLING TRUSSES. F>>e COVY REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. ��JS510 HANGER LEGEND ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED fHERWISE * - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46 UNLESS NOTED OTHERWISE MAIN WIND FORCE RESISTING SYSTEMIC-C HYBRID WIND ASCE7-10 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY II WIND LOAD 160 MPH *TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS 129161aItiLII]IL1W I;1Ki1�L'�K�LIdIU[0 TCLL: 20 PSF TCLL: TCDL: 15 PSF TCDL: BCDL: 10 PSF BCDL: TOTAL: 45 PSF TOTAL: DURATION: 1.25 DURATION: PSF PSF PSF PSF IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. TRUSS CONNECTION LIST QTY PRODUCT LUS24 25 HTU26 HTU28 HHUS26-2 6. HGUS26-2 HGUS28-2 HGUS28-3 BUILDER: REGATTA HOMES RES: MARINUCCI MODEL: N/A ADDRESS: TBD LOT / BLOCK: -- CITY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JOB # : JL 1633838 DATE: 02/15/19 SCALE: NTS REVISIONS: 1. REVISE TO 11'4' CLNG 4118 2. 3. 4. widers FirstSour�ce 701 S. KINGS HIGHWAY FORT PIECE, FL 34945 Ph. (772) - 461 5475 REVISION e csTp %-� �aao On Floor Plan scale: 1/4" = 1'-0" o I I I I 12080 S G.D. 16" Tran om Abv. I � I I� a I L-1 U 1'-6" Typ. I I CV r4 r� C1U W � mtn •ii N • H H © i"I n �xozeq 00 c1 00 P4 M 11/25/19 Extended Rear Porch & Walls from 10'-0" to 11' 4" 5/5/19 Entry Cing. per New Truss Plan drawn s.l, cneckea s.l. date 2/19/19 scale as noted job number 18073 sheet A1 1 Precast Lintel T.O.B. --($- 16-0" 9 v Door Head -$l- 8'-01, Precast Lintel 8P.F6-113 Transom Header Detail AT ENTRY DOOR Left Elevation scale: 114" = 1' W Precast Lint 8F16-1B/1 T.O.B. — — —* 11'-4" v r. Door / Window - Head — 8 0„ 0 Precast Lintel 8RF6-1 B Transom Header Detail a CAFE WINDOWS P1 (2) #5 Rebar (2) #5 Rebar #3 Ties 10"o.c 3000# Groat Cast in Place 8" Min. Bmg. at Ends T.O.B. - — -* 11'-4„ R N Door Head — 8 'recast Lintel 8RF6-1 B Transom Header Detail SLIDING GLASS DOOR Front Elevation scale: 1 /4" = 1'-0' Rear Elevation scale: 1/4" = V-0" F-8" 16" 1'-8" 16" . F o" A Stucco Detail (Louver Look) U _ Truss Heel — H c\ — — — — — — -------------------------- 20'-4" v ^ M 0 M _ _ Truss Heel CJ p V Con Q --- -- — T.O.B. t~ -- — — 1 F-4" <C N U T ® ® V I^J1 W N v 1 � ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI IN �I ICI ICI ICI ICI �I ICI ICI ICI ICI ill ICI ICI ICI �I ram FEE Cd CIS U eta vri N xoZ C d 00 M � ¢4 w U w ° z w > Q U Q w w � x U U z o H ap U date revision `O �G!' 11/25/19 Extended Rear V Porch & Walls from 10'-0" to 11'-4" 5/5/19 Entry Cing. per J1` O_(�QGO New Truss Flan �GG``I �G drawn ��� Ci.� checked 00 date scale as noted job number 18073 sheet A-2 to sar system Plumbing Riser Diagram Right Elevation scale: 1/4" = 1'-0" 2" Auto Vent Product Approval Affidavit Form Category Subcategory Approval Numbers Manufacturer Model Number Glass Type Attachment Method Building Design pressures Product Rated Design Pressures A. EXTERIOR DOORS Swinging FL#: 253.4 PGT FD750 Im act P Head &Sill: 6" from corners. lambs: " from corners and 18 1/2"a.c. max. Use Total of (S) anchors. Use 1/4" dia. Tapcons with 1 1/4" embedment in concrete. +38.7 -42.1 +70.0 -80.0 Sliding FL#: 251.4 PGT 770 Impact Head & Sill: 6" max. from frame comers and 4" from each Astragal or Interlock. Jambs 21 "o.c. max. P Hooks 12"o.c. Use 1/4" dia. Tapcon with 1 3/4" embed. into concrete Use (2) anchors at each location +36.2 -45.7 +/- 00.0 Sectional FL#: 15371.2 DAB Door Co. 824 N.A. 5/16" x 1 5/8" Lag Screws (Full Tread) One at each Steel Track Bracket. +21.3 -24.1 +36.0 -44.0 B. WINDOWS Singlehung FL#: 239.3 PGT 700 Impact Head & Sill: 6" from corners and 15"o.c. Jambs: 6" from cornets and 14" o.c. Max. 4" from meeting rail. Use 3/16" Tapcon with 1 1/4" embed. into concrete +38.7 -50.0 +50 / -50 Fixed FL#: 243.5 PGT 720 Impact Head & Sill: 6" from corners and 8"o.c. Jambs: 6" from corners and 8" o.c. Use 3/16" Tapcon with 1 3/4" embeded into concrete +40.5 -54.0 +/- 71b0 Mullion FL#: 261.1 PGT 3" Impact Tube Mullion. Fasten Standard Mullion Clip to CBS with (4) 3136" Tapcons with 1 3/4" min. embedment. +40.5 -54.0 +80.0 -80.0 D. ROOFING PRODUCTS Roofing Tiles FL#: 7804.1 Entegra Concrete See Below Roof Tile Adhesive FL#: 6332.1 ICP Adhesives Polyset AH160 (1) Large Paddy 2" x 10" (45 gram) -62.3 -112.0 Ridge Anchor FL#: 6046.2 D.C.S.M. Ridge Anchor ] 1/2" self sealing screws 16"o.c. or approved roof nail 6"o.c. with sealant 65.2 112.0 Roof Underlayment FL#: 5259.1 Polyglass USA Polystiek TU Plus Direct bond to deck -65.2 -135.0 PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti -Scalding Valve in all showers. Lowest living area floor elevation (refered as 0.00) to be set by a professional land surveyor to the required building department elevation, but not less than 19" above the crown of the road. T ' ' ' " hedule 2 x 8 p.t. plate anchored above with 1/4" x 3 1/4" Tapcon screws at 12"c.c. and 6" at ends. and on sides with (4) 1/4" x 3 1/4" Tapcon screws. 5/8" c.d.x. plywood on ach side and bottom nail as per struct. notes Exterior Arched Header Framin Typical for Half Round Arches Roof Wind Zones scale: 1/8" = F-0" Wire Lath Attachment Over wood framing the paper backed wire lath shall be installed over one layer of approved plastic house wrap. Lath shall be attached horizontal framing members with 1.5" roofing nails and to vertical wood framing members with 6d common nails or 1" roofing nails driven to penetration of not less then 3/4" of an inch, or 1 " wire staples driven flush with the plaster base. Staples shall have crowns not less than 3/4" and shall engage not less than three strands of lath and penetrate the wood framing members not less than 3/4". The fasteners must U N //�•�� M to 7t rn w so V] Q ara Con E N Z U U O � ri1 O W R" O d N Cd +v CIS U Din • � t~ r �xozN �, .- 00 <C 00 M � o CL4 W U w ° z w > Q U W w � � �1 Gq U U o Act H � U date I revision 11/25/19 Extended Rear Porch & Walls from 10'-0" to 11-4" drawn s1 checked s.l. date 2/19/19 scale as noted job number 18073 sheet A-3 c c v 104'-0" t '-R" Foundation & Footing Plan ���. scale: 1/4" = 1'-0" U cl ^ M O w U Z N Ln Q 00 �D N h-1 N [� UU Z U w p w O N Cd r—.4 r� N 1�U r P4=0Z �¢ 00 M � © C14 w U z w > Q U Q W W o � H ap U date revision 11/25/19 Extended Rear Porch from 10'-0" & Walls to 1 l'-4" I drawn s.l. Jchecked s.l. date 2/19/19 scale as noted job number 18073 sheet A-4 Grout filled cell with #5 8x1 CBS Wall Provide Opening in See Connector Conc. Deck to Receive A.C. Duct pre engineered Schedule trusses 24"o.c. T.O.B. t 1/2" drywall 1/2" d.w. (2) 2 x 4 plate — with SP4 with (6) 10d x 1 1/2" at each stud 5" ruin. Concrete Deck 1/2" dw. with #5 rebar 10"o.c. each way 1 x 4 p.t. 1 x 2 p.t. furring Firestop strips 24"o.c. with 2 x 4 studs 16"o.c. 1/2" d.w. One Course Perimeter Beam with (1) #5 Rebar Filled with Grout 2 x 4 p.t. plate with SP4 with (6) 10d x 1 1/2" at each stud wood base i` I x 2 p.t. furring strips 24"o.c. —\ 1/2" d.w7\ #5 vert. rebar in grout filled cell See Floor Plan for Locations Safe Room 1/2" dia. wedge bolt with 3" x 1/8" washer 7" embedment 24"o.c. a Interior Brng. Wall 1 x 2 p.t. 16"o.c. wall section insulation type d.w. Iypical 2 x 4 tud bearing )all 2 x 4 p.t. stud fastened 1/2" x 6" Wedge Bolt with 3" x 1/8" Washer 6" from ends and 24"o.c. Brng. Wall Attachment Detail Safe Load Table Notes 1. All values based on minimum 4" nominal bearing. Exception: Safe loads for unfilled LT lintels must be reduced by 20% if bearing length is less than 6 1/2". 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only. 5. All safe loads in units of pounds per linier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACT 530. 45 mb all p n. (i irq'^- "nvy of 45 ab. _ 1 bollam of lint, \ 1II� F= filled gam M CM. � In S —in.] ln .E IcavilY a� ..... ' grant �`�: 8F16-1B/1T inPorced T T e lime lintel 7 5/8" .'$ roba ballaln am n "be,'nanit, tf, J i n l bd, m lOp of lime) oavily na;gn 8' Nominal Lintel Type Designation Pre Engineered Wood Roof Trusses 24"o.c. Shop Drawings by Others 1 x 4 p.t. Firestop 8x16x8 CMU Typ. 10" Hook and 30" Lap. Tie to Vert. Rebar In Cells 0.00' -O�-- - F.F.E. I ------\ it �--- I I 1 G__JJ Safe Room Section Installation Notes 1. Installation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field cut to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1/2" long notch at both ends to accomodate vertical cell reinforcing and grout. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S IF-1 IF-3 I F-4 I F-5 I F-7 13 18" x 18" mono. footing with (2) #5 rebar cont. i� MONO. EDGE FOOTING 18" x 18" mono. footing with (2) #5 rebar cont. and curb Slope 4" 18" u� 181, CURB FOOTING AT GARAGE 20" x 18" mono. footing with (2) #5 rebar coat. 4" 4" 10" 20" STEP FOOTING Do not substitute connectors Do not sheath trusses before all straps are in place Attach valley trusses and piggy back trusses, if present, to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers spec's. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see f11B-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy Provide equal number of studs under girders equal to the number of plys. Missed Tie Down Strap Note In the event the Tie Down Strap has been omitted from the Layout location, install one MTS 18 strap at the proper location. Fasten with (4) 1/4" x 2 1/4" Hex Head Titen screw to C.B.S. and (7) 10d x 1 1/2" to truss. MAXIMUM UPLIFT 1000 lbs. 18" x 18" mono. footing with (2) #5 rebar cont. 4" r, 14" ' 18" INTERIOR FOOTING Top of Ftng. 12" below FFE �o 3" 6"o.c. each way —7 #5 Rebar 2_gTypical Square PAD FOOTING Recess 4" at Shower 4„ 411 4" (I)N5 8" Rebar TYP. SHOWER RECESS FORMWORK & SHORING No structural concrete shall be stripped until it has reached at least 80% of the 28 day design strength. Design, Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301 Contractor to verify all building setbacks prior to the start of construction. A formboard survey shall be submitted to the building department for approval prior to pouting concrete. SOIL STATEMENT: Foundation has been designed for a soil bearing capacity of 2000 p.s.i. Fill shall be laid in layers of 6". Each layer to be compacted to 95 /o compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be madecuate, he must immediate)- report it to the owner and the Architect or Engineer so as to order a soil boring test. GENERAL FOUNDATION NOTES Concrete shall be a minimum of 4" thick over clean, compacted, termite treated fill and 6 mil polyethylene vapor barrier. If concrete slab contains 6" x 6" 10/10 WWM provide 1" coverage Concrete shall have at minimum compressive strength of not less than 3,000 p.s.i. All 90% hooks are to be extended 10" minimum beyond the turn. Field bends are to be done cold and the diameter of the bend, measured on the inside of the bar, is not to be less than six bar diameters. Minimum coverage for rebar shall be 3" in footings and 1 1/2" in bond beams. Hooks may be rotated horizonitally if required to achieve minimum coverages. Rebar overlap shall be 48 bar diameters. 30" for #5 rebar The foundation design assumes that the soil has a minimum load carrying capacity of 2000 p.s.f. In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superseded by Foundation Design Engineer. Satisfactory compaction test of fill does not verify lower soils are adequate. All specifications and dimensions to be verified by contractor. All exterior slabs shall slope a minimum 1/8" per foot for drainage Dowel Rod Repair Note In the event vertical steel has been omitted from the down our locations, drill 5" into concrete (no closer than 3 3/4" from edges and 5" from ends of cap walls) Remove dust per manufacturers instructions and use Two part epoxy to anchor the #5 rebar in place. Use either "Hilti C-100" or Simpson Epoxy -Tie. let a W ai � z a� C7 p� to r-a D � N F--� • r--i > - U r��� U Q F" W C7 N U Cd N � U Ce CAN �xozN Q' 00 M �-I (cn � O W U z W > Q U Q W Q U U z cJ O H � w � U date revision 11/25/19 Extended Rear Porch & walls from 10'-0" to 11'-4" OR,('j Connectors per `O�C` ` J 5!5/19 New Truss Plan V V V A drawn s.1. checked G s.l dote O 2/19/19 scale as noted job number 18073 sheet S A ✓ STRUCTURAL NOTES: All reinforcing steel shall be high strength billet steel and shall conform to ASTM A-615 grade 60 specifications. Lap continuous reinforcing 48 bar diameters or 30" in beams and in slabs. Lap bottom steel over supports and top steel at midspan. Hook discontinuous ends of all top bars. Reinforcing steel shall have a minimum of 1" concrete cover, or as follows: BOTTOM TOP SIDES Beams: 11/2" 11/2" 11/2" Slab on Grade: 1 1/2" 1" _ Structural Poured: 3/4" 3/4" _ Poured Walls: _ _ 3/4' Slabs exposed to the weather 3/4" P, _ Reinforcing steel shall be detailed and fabricated in accordance with the "Manual of Standard Practice of Detailing Reinforcing Concrete Structures" and the current "ACI Building Code 318 All structural steel shall conform to current ASTM Specification A-36 All wood in contact with masonry shall be pressure treated or approved seperating material. All dimensions shall be verified in field by the contractor. If there are any discrepancies the Architect or Engineer shall be notified before proceeding. No slump over 5" shall be permitted for any structural concrete without the Architect or Engineer approval. All Design and Construction shall be inaccordance with the current American Concrete Institute (ACI). and the American Institute of Steel Construction (RISC), The Florida Building Code and all applicable local codes. Structural Concrete shall attain a minimum ultimate compressive strength (Fe') in 28 days as follows: Column Footing and Wall Footing: 3000 p.s.i. Column and walls from foundation to roof: see column schedule. All other concrete: 3000 p.s.i. Footing sizes and reinforcing are based on allowable soil bearing capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this is not the case, the Architect or Engineer shall be notified before proceeding with the work. Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. j (c) Roof members should be secured to the beams or other structural components with hurricane anchors for wind uplift. All wood members shall have a minimum fiber stress in bending of 1200 p.s.i. with 1/360 max. deflection. All bolted connections shall be 1/2" Cadmium plated or better. Lag bolts to be used only in shear connections with minimum 4" threaded penetration past steel plate. Lag bolted conditions shall be drill tapped no larger than the internal thread diameter and shall not be hammer driven. Under Girder Trusses provide equal number of studs as girder plys at frame bearing locations GENERAL REQUIREMENTS All work to be as per the current edition of the Florida Building Code and meet or exceed all applicable local requirements. General contractor is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodation, tran8port/freight, and all other cost related to the completion of this project., unless explicitly identified here. Owner is responsible for all municipal related charges such as impact fees, and water connection, except building permit fees, which are to be included in the construction bid. General contractor to check all drawings for errors and ommissions and bring them to the attention of the architect prior to starting any work, or ordering any materials of the respective division of work. If such errors and ommissions are not reported in writingto the architect, any resulting damages or costs shall be born entirely by the general contractor. Architect is not responsible for the contractors method or means of construction. General contractor is to keep the site in a clean and safe state through out the course of construction. On building turnover, general contractor to clean all surfaces so as to be free of dust, grease, stains, scuffs, etc. Unless otherwise noted, the installation of specified hardware shall conform to the manufacturers instructions and standard practice. All plans and drawings are not considered complete until they have been reviewed and approved by the Building Department and the building permit has been issued. EXTERIOR CEILING & SOFFIT NOTE 7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" did. head 6"o.c. max. edges to be tied and nailed at 9"o.c. Install one layer of 15# felt, to framing prior to installing ribbed lath INTERIOR WALL FRAMING NOTE Interior non bearing walls to be 2 x 4 studs 24"o.c. Spruce, Pine, Fir (SPF) #2 Grade lumber or better or metal studs (25 Ga.) Crimper may be used in lieu of screws. THRESHOLD NOTE At egress door (see floor plan) the max. hgth. of the threshold shall be 1/2" BUCK ATTACHMENT NOTES AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S. SET AT 6" FROM CORNERS AND AT 12"o.c. MAX. AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS OR "T"NAILS " 4" FROM ENDS AND 12"o.c. USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION GENERAL ROOFING NOTES Roofing to be composed of and attached to pre manufactured wood trusses as follows: Felt underlayment (min. ASTM 0 226 Type 11) with 4" min. side and end laps, fasten with coorosion resistant annular ring shank nails at 6"o.c. in laps and in staggered rows spaced 12"o.c. in field. If roof pitch is < 4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, instal] (1) layer 30# felt. 5/8" cAx. sheathing or equal installed with staggeredjoints & GI clips, nailed to trusses with 8d corrosion resistant Brain ar ring shank nails spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends. All roof trusses are to be pre -manufactured assemblies provided by a licensed wood truss fabricator with seperate drawings and data prepared for actual project conditions by a Florida registered professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement or bearing shall be brought to the attention of the truss engineer prior to fabrication of the trusses. The truss manufacturers certified layout shall govern after fabrication. The handling, erection, and fixing of wood trusses shall be in accordance with the specifications contained on the certified mfgr's. drawings and data. All engineered headers and truss hangers to be provided by the truss manufacturer. Splitting or cracking of structural components due to installation of hardware is not permitted. Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and standard practice. SHEATHING NAILING NOTES Nailint? Pattern Nailing Schedule Zone 1: 8d at 6"o.c. field & 4"o.c. edges ROOF & FLOOR DIAGRAM Zone 2: 8d at 4"o.c. edges & field Use sheathing with #8 gun nails at 6"o.c. Zone 3: 8d at 4"o.c. edges & field at supported panel edges and #8 gun nails at 6"o.c. at intermediate supports. Pneumatic Nails ROOF SHEATHING TO GABLE END FRAME Pneumatic or mechanicaly driven nails will be accepted under the following conditions: Use #8 gun nails at 4"o.c. Min. nails size 8d or larger ring shank with EXTERIOR SHEATHING Min. shank diameter: .3 Min. Length: 2" Use #8 gun nails at 4"o.c. at panel edges Min. Head Diameter:.280 Full Round and #8 gun nails at 4"o.c. at panel top and Min Ring Diameter .012 over shank dia. bottom and 6"o.c, in field Min. 16 to 20 Rings per Inch Note Gun nails shall be permitted as an acceptable fastener from any manufacturer Wood screws meeting the same size requirement may be used in lieu of nails without comment Ceramic Tile Shall be installed in accordance with ANSI A108.1, A108.4, A108.5 A108.6, A108.11, At18.1, A118.3, A136.1, & A137.1. Fiber mat reinforced backer shall be used behind wall applied ceramic tiles in the tub and shower areas and conform to ASTM C 1325. Per Durock, cement board exceeds ASTM C1325. Gypsum Note Gypsum board shall conform to ASTM C22, C475, C514, C1002, C1047 C1177, C1178, C1278, C1396, or C1658 and installed per FBC residential code. Per USG, Wallboard conforms to C1396. Gypsum Board & Gypsum Panel Products Gypsum board and gypsum panel products shall be applied at right angles or parallel to framing members. All edges and ends of gypsum board and gypsum panel products shall occur on framing members, except those edges and ends that are perpendicular to the framing members. Interior gypsum board shall not he installed where it is directly exposed to weather or to water. Wall and ceiling gypsum board shall be fastened with screws spaced at 12"o,c. Screws for attaching gypsum board and gypsum panel products to wood framing shall be Type W or Type S in accordance with ASTM C1002 less than 5/8" inch (1 9mm) Gypsum board and Gypsum panel products shall be attached to cold formed steel framing less than 0.033" (lmm) thick shall be Type S in accordance with ASTM C1002 or bugle head style in accordance with ASTM C1513 and shall penetrate the steel not less than 3/8" to 0.112" (lmm to 3mm) thick shall be in accordance with ASTM C954 or bugle head style in accordance with ASTM 1513. Screws for attaching gypsum board or gypsum panel products to structural insulated pales shall penetrate the wood structural panle facing not less than 7/16"o.c. (11.lmm). Gypsum board used as the base orbacker for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C1396, C1178, C1278. Use of water resistant gypsum backing board shall be permitted on ceilings. Water resistant gypsum board shall not be installed over a Class 1 or Crass 2 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufactuer. Water resistant gypsum backing board shall not be used where there will be p direct exposure to water, or areas subject to continuous high humidity. Cold Formed Steel Note Cold formed steel framing supporting gypsum board and gypsum panel products shall be not less than 1 1/4" (32mm) wide in the least dimension. Non Load bearing cold formed steel framing shall comply with AISI S220 and ASTM C645, Section 10. Load bearing cold formed steel framing shall comply with AISI S200 and ASTM C955, Section 8. Wood Framing Note Wood framing supporting gypsum board and gypsum panel products shall be not less than 2" (51mm) nominal thickness in th least dimension except that wood furring strips not less than V by 2" (25mm x 5lmm) nominal dimension shall be permitted to be used over solid backing or framing spaced not more than 24"o.c. (610mm) r, 3/8" continuous bead of caulk (back bedding) behind buck to prevent liquid passage set flange in continuous bead of caulk across the entire face of buck CBS U y w o V -g o IV o4. b .a o C' cd"tin �U� Min. 1 1/4" embedment at windows and min. 1 1/2" embedment at sl. gl. doors drywall stucco finish J 1 perimeter caulk 1/4" max. struct. shim Attach p.t. bucks with 8d coil nails at caulk 12"o.c. attach as per Typ. Alum. window manufacturers jamb or sliding glass product approvals doorjamb NOTE: Method of attachment and Gunable sealants shall comply with ASTM C 920 Class 25 or waterproofing procedures are the grade same at poured concrete sill. greater for proper joint expansion and contraction Coat Bucks with Protecto LWM200 after they have been installed and Chaulked Window & Door Flashina Detail at CBS Wall Includes Buck Attachment Method Alum, window frame - 3/8" continuous bead of caulk (back bedding) behind shim to prevent liquid passage 1/4" struct. shim set flange in continuous bead of caulk across the entire face of buck perimeter caulk stucco finish Gunable, sealants shall comply with ASTM C 920 Class 25 grade or greater for proper joint expansion and contraction comer bars at beam (outside only) (2) corner bats at footing (min.) — Vert. dowel lapped with wall reinforcing, all laps 25" (min.) in grout filled cell 0 y corrosive resistant Tapcon concrete screws installed as specified in window manufacturers product approval window sill precast cone. sill Typical Precast Conc. Sill Detail � II II II II II II I all corner bars to be the same size, number, and spacing as horizontial bars in footing, beams, and walls 22 1/2" lap min. Corner Reinforcing Detail i" C.M.U. WITH CELLS FILLED GROUT & (1) #5 VERT. 3L '.T. 2 x 6 AT (3) SIDES OF )PENING, FASTEN TO BLOCK 1S NOTED. )OOR SIDES /2" x 6" REDHEADS WITH MIN. t" x 1/8" WASHER 12" FROM ENDS tND 16"o.c. MAX. )OOR HEAD /4" x 2 3/4" TAPCONS STAGGERED 24"o.c. Garage Door Buck Detail Galy. Cap 2" dia. Galy Pipe Set ballard 12" from appliance Galv. Typical Cone. (4) 1/4" x 2 1/4" J Foundation Tapcon Bollard Detail scale: 1" = P-0" 90 DEGREE HOOKS OVERLAP 25" MIN: HORIZ. TIE BEAM STEEL SEE WALL SECTION FOR STEEL REQUIRMENrS POURED CELLS WITH (I) #5 BAR CONTINUOUS FROM BEAM TO FOOTING Change in Bond Beam Elev. 2 x 4 hnttnm cord hracina 10'-0" Bottom Cord Lateral Bracing Concrete Tile Roofing on Peel & Stick Underlayment on 19/32" c.d.x. plywood fasten per Nailing Schedule SEE CONNECTOR SCHEDULE PRE ENG. WD. TRUSSES 24"c.c. GALV. DRIP EDGE ON IX3P.T.ON2X8 FASCIA - STUCCO SOFFIT 1 `-6" 8x 16x8 CMU Typ. Light Textured Stucco Finish #5 Vert. Rebar with 10" Hook and 30" Lap. Tie to Vert. Rebar In Cells 518" pre engineered trusses 24"o.c. 12 6 000 C11 n 1: M C) SPRAY FOAM W aj INSULATION R-20 z U P. to -- " "t T.O.B. 5/8" d.w. F--1 Fires op Z U r� C) V A `Two Course Perimeter � - 0 C Beam with (1) #5 Rebar M.4 in each course, Filled W o with Grout N ct 1 x 2 p.t. furring �--I �— strips 16"o.c. with R4.1 Foil insulation 1/2" d.w. #5 vert. rebar in grout filled cell See Floor Plan for Locations 4" 3000# Fibermix Cone. on .006 Vapor Bearier on Clean, Compacted, Termite Treated Fill (2) #5 Rebar Typical Wall Section Lnd. sealant under sill plate -� 5/8" drywall 2 x 4 plate 1/2" d.w. RI I batt insulation Garage 2 x 4 blocking at mid point of wall 2 x 4 studs 16"o.c. `2 x 4 p.t. plate 8d Cased nails 12"( 0.00' FF'E' Adj. Wall at Garage --0- 0.00' Cd P—i r...�as •-4 ClU w Cdtnn tn tn �tV E-1 .- P4 1-4 Z .-� N 1:4 .. Cv d 00 M M � � W U w w � U Q Q U P4 E-I 0 04 U date revision *0 �Cj� 11/25/19 Extended Rear G Porch & Walls -AA 10 G t_`•('� from 10'-0" to . % no `_ drawn s.l. checked al. date 2/19/19 scale as noted job number 18073 sheet A-6 Flood / Light ` Stub Out H/C Water & Drain / I �.1 MM F+1 tr- M ,�- i Ref. i Flood Light % y f/ To All / / - Flood Lights / I , 1 Flood Light M / -- — — — — — __ ---- / I Uro r I / \ hl \ '—// J Flood Light Electrical Plan scale: 1/4— F-0" I�0 \ w G U 1 t J 3 � / U i� 00 7t � iVa N V . ,.4 Win W �D (-A !mot !� N • rrr^^{ Vl Flood Light C U N let T� v 1 I / I / I Flood I bQ I Light ELECTRICAL LEDGEND I \a� RECESSED LIGHT WITH LENS Q EXTERIOR & WET LOCATIONS SURFACE MOUNTED LIGHT FIXTURE �`_/' I T / E--;� --� SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE I aa:>ammma UNDER CABINET FLUORESCENT FIXTURE RECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN CEII.INO FAN \ \ ® LIGHT FIXTURE WITH CAMERA VXHAUST FAN OUTLET \ DOOR CHIIvffi5 I I \ 1 o All 1 (� THERMOSTAT ® SMOKE & CARBON I I Flood MONOXIDE DETECTOR Llghis I $ DUPLEX OUTLET-5WrtCHHD TELEVISION I _ — =0 DUPLEX OUTLET TELEPHONE L 220 V OUTLET 'Gl --__J 3u, yjf O PUSH BUTTON SWITCH --_--_K0 a THREE WAY SWITCH D DIMMFR SWITCH �Af NOTE: RECEPTACLES IN KITCHEN Bc BATH AREAS TO BE 46" A.F.F. ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFCI MUST BE AFCI. ,-r�I / TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE ) i I PHASE 15 6i 20 AMP BRANCH CIRCUITS (3) #2/0 (THW) copper I and (1) #4 round (THW) II I \ copper in 2 ' galy. conduit L — — — — — — — — — J (3) #2/0 (THW) copper and (1) #4 ground (THW) Wall F.P.L. service copper in 2" galy. conduit (if overhead Electrical Load Calculations service) � I 2851 Living S.F. at 3 VA 8553 watts ^\ > Two 20 Amp Appliance Ckts. 3000 watts r One Laund Cir. 1500 watts 1500 watts 1S' @ Panel: 200 A.M.C.B. Wall Oven 2000 watts 1,6, 3 W 40 Circuit 200 Amp M ' I I One Cook Top 3000 watts 120/240 Volt Panel \I I ® One Dishwasher & One Disposal @ 1500 watts each 3000 watts Two Microwave @ 1000 watts 2000 watts One Water Heater @ 4.5 kw 4500 watts One Dryer @ 5 kw 5000 watts a.c. / — — — — — — — J +/ Two Ref. @ 1500 watts 3000 watts disc. (3) #2/0 (THW) copper I Three Baths @ 1500 watts each 4500 watts and (1) #4 ground (THW) Under Counter Ref. 1000 watts copper in 2" galy. conduit Total 41,053 watts F.P.L. service First 10 KVA at 100% 10,000 watts 5/8" dia. x 10'-0" u long ground rod 3/4" copper (if underground `0 Remainder at 40 /0 12,421 watts water pipe service) Total 22,421 watts ��� �0�QG��`" One AC Heat at 100% 10,000 watts Total 32,421 watts O �JGoo G' 32,421 W / 240 V = 135.0 Amps I 5� Use 200A Service I I 1 8'-9 518" 1 Smoke detectors wired to 120V Bathroom lights T tie ground wire Non Switchable, Non GFI to footing rebars Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate Electrical Riser Dia ram electrical schedule if loads are to be modified Cd Q� l� 4 �U y cti� xC> z oo N 00 M w W U C U W ^ � � W Q U U V7 � O U date revision 11/25/19 Extended Rear Porch & Walls from 10'-0" to 11'-4" drawn s1 checked s.l. date 2/19/19 scale as noted job number 18073 sheet A-^] / 105' 8" CAUTIOW! HANGER LEGEND ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED 'HERWISE I -UNALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46 LESS NOTED OTHERWISE WALL LEGEND ,wor 14'-0" A.F.F 11'-4" A. F. F MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID WIND ASCE7-10 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY II WIND LOAD 160 MPH *TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS ROOF LOADING TOLL: 20 PSF TCDL: 15 PSF BCDL: 10 PSF TOTAL: 45 PSF DURATION: 1.26 FLOOR LOADING TCLL: PSF TCDL: PSF BCDL: PSF TOTAL: PSF DURATION: IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin, For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. Date DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-131 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. TRUSS CONNECTION LIST QTY PRODUCT LUS24 25 HTU26 HTU28 H H US26-2 6. HGUS26-2 HGUS28-2 HGUS28-3 BUILDER: REGATTA HOMES RES: MODEL: MARINUCCI N/A ADDRESS: TBD LOT/BLOCK: -- CITY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JL JOB # : 1633838 DATE: 02/16/19 SCALE: NTS REVISIONS: 1. REVISE 'j4," CLNG 4/18 2. # 701 S. KINGS HIGHWAY FORT PIECE, FL 34945 Ph. (772) - 461 6476 Floor Plan scale:1/4" = P-0" 104 0" 11_81, FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS #,5r.4F� I9J 07acu & Well #59-Z9Z9 / U H � Oas w � Q a �D N U ct Q C) V -C� F� L� w N o N v 1 03 V--4 N 03U WOIN00 0tn it N • H x O h O N C 00 M P4 C w U w ° z w > Q U Q w w � x p U U z o � H � U drawn S1 checked s.l. date 2119/19 scale as noted job number 18073 sheet 1 A 1 MAR 2 8 2018 ST. Lucie County, Permitting 1'1da- 49 sf SCANNED BY St. Lucie County Rrv,now., FOR Cry ' TARLIANCE 0 Floor Plan scale:1/4" = P-0" 104'_0'p 1 1_81, it p Now v e � U a, /1 M U OO w W °� � W �c •�+ > - Z U ct U Q O W C7 o N 03 P-4 r� �U cdv�i W N W1 x , l y100 O H N C Q 00 M P4 rT, O � U W N Q U T z o drawn s.l. checked s.l. date 2/19/19 scale as noted job number 18073 sheet A-1 SCANNED BY St. Lucie County 19C�-(YI.�S Precast Lint 8F16-1B/1 —T.O.B. -1$- 14'-0" 2 F Precast Line 8F16-1 B/ 1 T.O.B. - — -* 11'-4" pa 010 Door / Window (.7 — 81 01, Head Precast Lintel 8RF6-1 B Transom Header Detail CAFE WINDOWS 3 Door Head — — --$- 8'-0" (2) #5 Rebar Precast Lintel SRF6-lB (2) #5 Rebar Transom Header Detail AT ENTRY DOOR #3 Ties 10"o.c 3000# Grout Cast in Place 8" Min. Brng. at Ends T.O.B. — - — -* 11'-4" v f. �O N Door --- Head 8-0 'recast Lintel 8RF6-IB Transom Header Detail SLIDING GLASS DOOR Left Elevation scale: 1/4" = 1' 0" Stucco Detail (Louver Look) Front Elevation scale: 1/4" — 1'-0" Rear Elevation scale: U4, — I' 0" -8" 16" _ 1'-8" _ 16" 1 Stucco Detail (Louver Look) Truss Heel -- ---- —1 19'_0" Stucco Detail (Louver Look) I� U ^ M x o Q a C-1 U w U� Q � O Ewa CIA It Cd r� Cd U cd vni • cd ¢ 00 M P� 1i �W ©C14� w o z w � Q U Q w w � x ^ U ~ U W ~ w F+i U drawn 81. checked s.l. date 2/19/19 scale as noted job number 18073 sheet A-2 to sar- system Product Approval Affidavit Form Category Subcategory Approval Numbers Manufacturer Model Number Glass Type Attachment ethod M Building Design Pressures Product Rated Design Pressures A. EXTERIOR DOORS Swinging F #: 253.4 PGT FD750 Impact Head & Sill: 6" from corners. Jambs 11" from corners and 18 1/2"o.c. max. Use Total of (5) anchors. Use 1/4" dia. Tapcons with 1 1/4" embedment in concrete. +38.7 -42.1 +70.0 -80.0 Slidlrig FL#: 251.4 PGT TJO Impact Head & Sill: 6" max. from frame corners and 4" from each Astragal or Interlock. Jambs 21 "o.c. max. P Hooks 12"o.c. Use 1/4" dia. Tapcon with 1 3/4" embed. into concrete Use (2) anchors at each location +36.2 45.7 +l- 60.0 Sectional FL#: 15371.2 DAB Door Co. 824 N.A. 5/16" x 1 5/8" Lag Screws (Full Tread) One at each Steel Track Bracket. +21.3 -24.1 +36.0 -44.0 B. WINDOWS Singlehung FL#: 239.3 PGT 700 Impact Head & Sill: 6" from corners and 15"o.c. Jambs: 6" from corners and 14" o.c. Max. 4" from meeting rail. Use 3/16" Tapcon with 1 1/4" embed. into concrete +38.7 -50.0 +50 / -50 Fixed FL#: 243.5 PGT 720 Impact Head & Sill: 6" from corners and 8"o.c. Jambs: 6" from comers and 8" o.c. Use 3/16" Tapcon with 1 3/4" embeded into concrete +40.5 -54.0 +/- 70.0 Mullion FL#: 261.1 PGT 3t' Impact Tube Mullion. Fasten Standard Mullion Clip to CBS with (4) 3/36" Tapcons with 1 3/4" min. embedment. +40.5 54.0 +$0.0 -80.0 D. ROOFING PRODUCTS Roofing Tiles FL#: 7804.1 Entegra Concrete see Below Roof Tile Adhesive FL#: 6332.1 ICP Adhesives Polyset AH160 ('1) Large Paddy 2" x 10" (45 gram) _62.3 -112.0 Ridge Anchor FL#: 6046.2 D.C.S.M. Rid e Anchor g 1 1/2" self sealing screws 16"o.c. or approved roof nail6"o.c. with sealant. -65.2 -112.0 Roof Underlayment FL#: 5259.1 Polyglass USA Polystick TU Plus Direct bond to deck -65.2 435.0 2" Auto Vent Plumbing Riser Diagram n.t.s. PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti -Scalding Valve in all showers Lowest living area floor elevation (refered as 0.00) to be set by a professional land surveyor to the required building department elevation, but not less than 18" above the crown of the road. T "-hedule 2 x 8 p.t. plate anchored above with 1/4" x 3 1/4" Tapcon screws at 12"c.c. and 6" at ends. and on sides with (4) 1/4" x 3 1/4" Tapcon screws. 55/8" c.d.x. plywood on ach side and bottom nail as per struct. notes Exterior Arched Header Framin Typical for Half Round Arches 3 3 3 2 3 2 N 2 13 3 3 / 3 \ 3 2 Roof Wind Zones scale: 1/8" - F-0" 2 /3 ' 2 Wire Lath Attachment 2 \!3 Over wood framing the paper backed wire lath shall be installed over one layer of approved plastic house wrap. Lath shall be attached horizontal framing members with 1.5" roofing nails and to vertical wood framing members with 6d common nails or 1" roofing nails driven to penetration of not less then 3/4" of an inch, or I" wire staples driven flush with the plaster base. Staples shall have crowns not less than 3/4" and shall engage not less than three strands of lath and penetrate the wood framing members not less than 3/4". The fasteners must penetrate the wood framing members not less than 3/4". Fasteners shall be 7" o.c. max. 2 3 3 I 3 2 L_ I I I I I 1 I I I / I � I I \ I \ I \ 2 `\ I \\ 2 \\ 1 \`\\ 1 I 1 3 3 2 \ I 2 I 2 3 I 2 3 / I \ / I I I i I 1 2 I I I I I 2 1 1 1 2 1 1 1 I I I 1IIVI 22 3 IIII1 IIII 3 3 2 2 2 2 3 3- 3 1 3 El El II II e El 0 0 11 Right Elevation scale: 1/4" - 1' 0" U ^ M O W U C7 p V, •� W � � <n Q 00 di aJ U Z U U Q o � O rn W O d- � N �r Cd P--4 CdU M�: WE-4 �r N Cd 00 U�z� Cd Q 00 M C,] � � W w ° Z W N Q U Q w w Q U � Z r4 d H b!J U drawn s1 checked s.l. date 2/19/19 scale as nnted job number 18073 sheet A-3 0 Foundation & Footing Plan scale: 1/4" = P-0" 104'-0" 1'-8" U � z v a Ln DO w v� p 00 U � � �D N 1� Q N � U Q H V w O N v 1 Cd P--4 �U cdv�i �+ 400 .� � x .� C) � 00 �¢ 00 M Q .. N �r Q w U w � z w > Q � Q w w � x p � U �c o Ct U drawn sd. checked ,L date 2/19/19 scale as noted job number 18073 sheet A-4 pre engineered trusses 24"o.c. See Connector Connector Schedule 1 1/2" drywall 1/2" d.w. (2) 2 x 4 plate with SP4 with (6) 10d x 1 1/2" at each stud 1/2" d.w. 0.00'�— F.F.E. i` 2 x 4 studs 16"o.c. 2 x 4 p.t. plate with SP4 with (6) 10d x 1 1/2" at each stud base 1/2" di a. wedge bolt with 3" x 1/8' washer 7" embedment 24"o.c. Interior Brng. Wall Grout filled CBS cell with #5 vert. 8x16x8 CBS Exterior Wall� L 1 x 2 p.t. 16"o.c. see wall section for insulation type gyp. d.w. Typical 2 x 4 stud bearing wall Provide Opening in Conc. Deck to Receive A.C. Duct i T.O.B_ 10'-0'*_ _ 7`^ � 2 x 4 p.t. stud fastened 1/2" x 6" Wedge Bolt with 3" x 1/8" Washer 6" from ends and 24"o.c. Brniz. Wall Attachment Detail Safe Load Table Notes 1. All values based on minimum 4" nominal bearing. Exception: Safe loads for unfilled U lintels must be reduced by 20% if bearing length is less than 6 1/2". 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only. 5. All safe loads in units of pounds per Tinier foot. 6. All safe loads are based on simply supported span. 7. Safe load ratings based on rational design analysis per ACI 318 and ACI 530. 45 mbar n1 lop in (prod e_ quanityof #5 rebar = it bolloln of in1eJ r F=filled gout s width CMI. V1 E y1 8F16-1B/1T TttladoToad Cd ICrNe jinll u,quanilafB 7 5/9" #5raratbettom nal� ebar at top of lintel cavity beigth 8" Nominal Lintel Type Designation 5" min. Concrete Deck -/ with #5 rebar 10"o.c. each way 1 x 4 p.t. 1 x 2 p.t. furring Firestop strips 24"o.c. with 1/2" d.w. One Course Perimeter Beam with (1) #5 Rebar Filled with Grout Installation Notes 1. Installation of U lintels must comply with architectural and/or strLiictural drawings. 2. U lintels can be field cut to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1/2" long notch at both ends to accomodate vertical cell reinforcing and grout. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to I inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S F.F.E 1 x 2 p.t. furring strips 24"o.c. 1/2" d v #5 Vert. rebar in grout filled cell See Floor Plan for Locations Safe Room Pre Engineered Wood Roof Trusses 24"o.c. Shop Drawings by Others I x 4 p.t. Firestop 8x16x8 CMU Typ. 10" Hook and 30" Lap. Tie to Vert. Rebar In Cells I I I I Safe Room Section Cast Crete Lintel Schedule F-1 6 1811 x 18" mono. footing with (2) #5 rebar cont. MONO, EDGE FOOTING All Rebar to be #5 Grade 60 min.. F-3 18" x 18" mono. footing with (2) #5 rebar cont. and curb Slope 4" 181, CURB FOOTING AT GARAGE F-4 20" x 18" mono. footing with (2) #5 rebar cont. 4" 4" 10" 20" STEP FOOTING Connector Schedule Truss Bearing Truss Connector Qnty. Connector Fasteners Point Uplift ID Uplift 10 2012 DI 18 2143 3 Ply HETA16 2 2500 (6) 1Od x 1 1/T' per strap B5 23 1876 1 Ply 13 439 HFTA16 1 t8lo t9) IOd x 1 1/2" El 14 1345 3 Ply 9 2537 HHETAI6 2 3350 (7) 16d per strap GI 17 1618 HETA16 1 1810 (9) 1Od x l 1/2" 14 L435 2 Ply All other trusses ALL <1000 MTS18 1 1000# (14) 10d x 1 1/2" to Frame All other trusses ALL <1810 HETA20 1 1810# (9) 1 Od x 1 1/2" to CBS Supporting (4) lOd Valley Framing <250# VTCR 1 370# valley (3) told x 1 1/2" Trusses Truss MARK LENGTH OF LINTEL ALLOWABLE GRAVITYLOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFTLOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 3'-8" 8974 690 4853 119 81724-113/1T L-2 4'-6" 8672 690 4292 119 8F24-113/1T L-3 4t-8" 7917 873 3935 839 8RF26-1B/1T L-4 11'-4" 2805 1012 1510 310 8F)8-1B/IT L-5 17-4" 1849 873 1268 839 8F28-113/2T L-6 7-8" 1843 418 1133 180 81716-113/1T L-7 8'-4" 2564 248 1471 25 81720-113/1T L-8 T-4" 5681 1704 2571 283 SF')4-1B/1T L-9 4'-8" 5365 248 2290 25 81`16-113/1T L-10 5-10" 6036 183 3295 247 8F2,4-1B/1T L-12 13'-8" 442 200 384 150 8F8-113AT L-13 4'-6" 6113 690 2724 119 8F16-113/1T L-14 4'-6" 1756 200 867 150 8RF6-1B/1T L-15 4'-8" 8060 1366 3277 335 8RF22-1B/1T L-16 T-4" 755 200 506 150 8RF6-113/1T L-17 74' 2661 204 1634 24 8F16-113AT Mim. Beam depths shown, beams may be increased without comment At Lintels over 24" deep, provide (1) #3 vertical rebar at 24"o.c. along length of lintel Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place Attach valley trusses and piggy back trusses, if present, to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers spec's. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see HIB-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy Provide equal number of studs under girders equal to the number of plys. Missed Tie Down Strap Note In the event the Tie Down Strap has been omitted from the Layout location, install one MTS 18 strap at the proper location. Fasten with (4) 1/4" x 2 1/4" Hex Head Titen screw to C.B.S. and (7) 10d x 1 1/2" to truss. MAXIMUM UPLIFT 1000 tbs. F-5 18" x 18" mono. footing with (2) #5 rebar cont. 4" 74n 18" INTERIOR FOOTING Top of Ftng. 12" below FFE ------------ 3" 6"o.c. each w #5 Rebar T-8" Typical Square PAD FOOTING Recess 4" at Shower 4„ 411 4" (1) #5 8" Reber TYP. SHOWER RECESS FORMWORK & SHORING No structural concrete shall be stripped until it has reached at least 80% of the 28 day design strength. Design, Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301 Contractor to verify all building setbacks prior to the start of construction. A formboard survey shall be submitted to the building department for approval prior to pouring concrete. SOIL STATEMENT: Foundation has been designed for a soil bearing capacity of 2000 SA. Fill shall be laid in layers of 6". Each layer to be compacted to 95P. /o compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be madecuate, he must immediately report it to the owner and the Architect or Engineer so as to order a soil boring test. GENERAL FOUNDATION NOTES Concrete shall be a minimum of 4" thick over clean, compacted, termite treated fill and 6 mil polyethylene vapor barrier, If concrete slab contains 6" x 6" 10/10 WWM provide 1" coverage Concrete shall have at minimum compressive strength of not less than 3,000 p.s.i. All 90% hooks are to be extended 10" minimum beyond the turn. Field bends are to be done cold and the diameter of the bend, measured on the inside of the bar, is not to be less than six bar diameters. Minimum coverage for rebar shall be 3" in footings and 1 1/2" in bond beams. Hooks may be rotated horizontally if required to achieve minimum coverages. Rebar overlap shall be 48 bar diameters. 30" for #5 rebar The foundation design assumes that the soil has a minimum load carrying capacity of 2000 p.s.f. In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superseded by Foundation Design Engineer. Satisfactory compaction test of fill does not verify lower soils are adequate. All specifications and dimensions to be verified by contractor. All exterior slabs shall slope a minimum 1/8" per foot for drainage Dowel Rod Repair Note In the event vertical steel has been omitted from the down our locations, drill 5" into concrete (no closer than 3 3/4" from edges and 5" from ends of cap walls) Remove dust per manufacturers instructions and use Two part eppoxy to anchor the #5 rebar in place. Use either "Hilti C-100" or Simpson Epoxy -Tie. �j N 1--I 00 M O W U z � C7 p� Ln �� Q 00 W � � > < N [� r� C7+ '�''. U U U H o Q 4C� W C7 N Cd �- 4 r--a F., "4 U r- ed tn W tn N • O S' n �`1 1100 � U 0o M 1� N � O w U O z w � Q U Q W W � � Q U � O ate-+ � U drawn s.l. checked date 2'19/19 scale as noted job number 18073 sheet A-5 STRUCTURAL NOTES: All reinforcing steel shall be high strength billet steel and shall conform to ASTM A-615 grade 60 specifications. Lap continuous reinforcing 48 bar diameters or 30" in beams and in slabs. Lap bottom steel over supports and top steel at inidspan. Hook discontinuous ends of all top bars. Reinforcing steel shall have a minimum of 1" concrete cover, or as follows: BOTTOM TOP SIDES Beams: 11/2" 11/2" 11/2" Slab on Grade: 1 1/2" 1" _ Structural Poured: 3/4" 3/4" _ Poured Walls: _ _ 3/4' Slabs exposed to the weather 3/4" P, _ Reinforcing steel shall be detailed and fabricated in accordance with the "Manual of Standard Practice of Detailing Reinforcing Concrete Structures" and the current "ACI Building Code 318' All structural steel shall conform to current ASTM Specification A-36 All wood in contact with masonry shall be pressure treated or approved seperating material. All dimensions shall be verified in field by the contractor. If there are any discrepancies the Architect or Engineer shall be notified before proceeding. No slump over 5" shall be permitted for any structural concrete without the Architect or Engineer approval. All Design and Construction shall be inaccordance with the current American Concrete Institute (ACI). and the American Institute of Steel Construction (AISC), The Florida Building Code and all applicable j local codes. Structural Concrete shall attain a minimum ultimate compressive strength (Fe') in 28'days as follows: Column Footing and Wall Footing: 3000 p.s.i. Column and walls from foundation to roof: see column schedule. All other concrete: 3000 p.s.i. Footing sizes and reinforcing are based on allowable soil bearing capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this is not the case, the Architect or Engineer shall be notified before proceeding with the work_ Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. (c) Roof members should be secured to the beams or other structural components with hurricane anchors for wind uplift. All wood members shall have a minimum fiber stress in bending t of 1200 p.s.i. with 1/360 max. deflection. All bolted connections shall be 1/2" Cadmium plated or better. Lag bolts to be used only in shear connections with minimum 4' threaded penetration past steel plate. Lag bolted conditions shall be drill tapped no larger than the internal thread diameter and shall not be hammer driven. Under Girder Trusses provide equal number of studs as girder plys at frame hearing locations GENERAL REQUIREMENTS All work to be as per the current edition of the Florida Building Code and meet or exceed all applicable local requirements. t General contractor is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodation, transport/freight, and all other cost related to the completion of this project., unless explicitly identified here. Owner is responsible for all municipal related charges such as impact fees, and water connection, except building permit fees, which are to be included in the construction bid. General contractor to check all drawings for errors and ommissions and bring them to the attention of the architect prior to starting any work, or ordering any materials of the respective division of work. If such errors and ommissions are not repported in writingto the architect, any resulting damages or costs shall be bom entirely by the general contractor. Architect is not responsible for the contractors method or means of construction. t General contractor is to keep the site in a clean and safe state through out the course of construction. On building turnover, general contractor to clean all surfaces so as to be free of dust, grease, stains, scuffs, etc. Unless otherwise noted, the installation of specified hardware shall t conform to the manufacturers instructions and standard practice. t All plans and drawings are not considered complete until they have been reviewed and approved by the Building Department and the building permit has been issued. EXTERIOR CEILING & SOFFIT NOTE 7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" dia, head 6"o.c. max. edges to be tied and nailed at 9"o.c. Install one layer of 15# felt to framing prior to installing ribbed lath INTERIOR WALL FRAMING NOTE Interior non bearing walls to be 2 x 4 studs 24"o.c. Spruce, Pine, Fir (SPF) #2 Grade lumber or better or metal studs (25 Ga.) Crimper may be used in lieu of screws. THRESHOLD NOTE At egress door (see floor plan) the max. hgth. of the threshold shall be 1/2" BUCK ATTACHMENT NOTES AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S. SET AT 6" FROM CORNERS AND AT 12"o.c. MAX. AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS OR "T" NAILS" 4" FROM ENDS AND 12"o.c. USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION GENERAL ROOFING NOTES Roofing to be composed of and attached to pre manufactured wood trusses as follows: Felt underlayment (min. ASTM 0 226 Type H) with 4" min. side and end laps, fasten with coorosion resistant annular ring shank nails at 6"o.c. in laps and in staggered rows spaced 12"a.c. in field. If roof pitch is <4/12 install (2) layers 15# felt. If roof pitch is4/12 or greater, install (1) layer 30# felt. 5/8" cAx. sheathing or equal installed with staggeredjoints & GI clips, nailed to trusses with sit corrosion resistant annullar ring shank nails spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends. All roof trusses are to be pre -manufactured assemblies provided by a licensed wood truss fabricator with seperate drawings and data prepared for actual project conditions by a Florida registered professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement or bearing shall be brought to the attention of the truss engineer prior to fabrication of the trusses. The truss manufacturer's certified layout shall govern after fabrication. The handling, erection, and fixing of wood trusses shall be in accordance with the specifications contained on the certified mfgr's. drawings and data. All engineered headers and truss hangers to be provided by the truss manufacturer. Splitting or cracking of structural components due to installation of hardware is not permitted. Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and standard practice. SHEATHING NAILING NOTES Nailing Pattern Zone 1: 8d at 6"o.c. field & 4"o.c. edges Zone 2: 8d at 4"o.c. edges & field Zone 3: 8d at 4"o.c. edges & field Pneumatic Nails Pneumatic or mechanicaly driven nails will be accepted under the following conditions: Min. nails size 8d or largger ring shank with Min. shank diameter: .I 3 Min. Length: 2" Min. Head Diameter:.280 Full Round Min. Ring Diameter .012 over shank dia. Min. 16 to 20 Rings per Inch Note Gun nails shall be permitted as an acceptable fastener from any manufacturer Wood screws meeting the same size requirement may be used in lieu of nails without comment Ceramic Tile Nailine Schedule ROOF & FLOOR DIAGRAM Use sheathing with #8 gun nails at 6"o.c at supported panel edges and #8 gun nails at 6"o.c. at intermediate supports. ROOF SHEATHING TO GABLE END FRAME Use #8 gun nails at 4"o.c. EXTERIOR SHEATHING Use #8 gun nails at 4"o.c. at panel edges and #8 gun nails at 4"o.c. at panel top and bottom and 6"o.c. in field Shall be installed in accordance with ANSI A108.1, A108.4, A108.5 A108.6, A108.11, A118.1, A118.3, A136.1 , & A137.1. Fiber mat reinforced backer shall be used behind wall applied ceramic tiles in the tub and shower areas and conform to ASTM C 1325. Per Durock, cement board exceeds ASTM C1325. Gypsum Note Gypsum board shall conform to ASTM C22, C475, C514, C1002, C1047 C 1177, C 1178, C 1278, C 1396, or C 1658 and installed per FBC residential code. Per USG, Wallboard conforms to C1396. Gypsum Board & Gypsum Panel Products Gypsum board and gypsum panel products shall be applied at right angles or parallel to framing members. All edges and ends of gypsum board and gypsum panel products shall occur on framing members, except those edges and ends that are perpendicular to the framing members. Interior gypsum board shall not be installed where it is directly exposed to weather or to water. Wall and ceiling gypsum board shall be fastened with screws spaced at 12"o,c. Screws for attaching gypsum board and gypsum panel products to wood framing shall be Type W or Type S in accordance with ASTM C1002 andshall penetrate thewood not less than 5/8" inch (15.9mm) Gypsum board and Gypsum panel products shall be attached to cold formed steel framing less than 0.033" (lmm) thick shall be Type S in accordance with ASTM C1002 or bugle head style in accordance with ASTM C1513 and shall penetrate the steel not less than 3/8" to 0.112" (I Earn to 3mm) thick shall be in accordance with ASTM C954 or bugle head style in accordance with ASTM 1513. Screws for attaching gypsum board or gypsum panel products to structural insulated pales shall penetrate the wood structural panle facing not less than 7/16"o.c. (11.In m). Gypsum board used as the base orbacker for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C1396, C1178, C1278. Use of water resistant gypsum backing board shall be permitted on ceilings. Water resistant gypsum board shall not be installed over a Class 1 or Class 2 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufactuer. Water resistant gypsum backing board shall not be used where there will be direct exposure to water, or areas subject to continuous high humidity. Cold Formed Steel Note Cold formed steel framing supporting gypsum board and gypsum panel products shall be not less than 1 1/4" (32mm) wide in the least dimension. Non Load bearing cold formed steel framing shall comply with AISI S220 and ASTM C645, Section 10. Load bearing cold formed steel framing shall comply with AISI S200 and ASTM C955, Section 8. Wood Framing Note Wood framing supporting gypsum board and gypsum panel products shall be not less than 2" (51mm) nominal thickness in th least dimension except that wood furring strips not less than 1" by 2" (25mm x 51mm) nominal dimension shall be permitted to be used over solid backing or framing spaced not more than 24"o.c. (610mm) 3/8" continuous bead of caulk (back bedding) behind buck to prevent liquid passage set flange in continuous bead of caulk across the entire face of buck 8" x 16" C.M.U. WITH CELLS FILLED WITH GROUT & (1) #5 VERT. • -.. DOWEL w • .= c P.T. 2 x 6 AT (3) SIDES OF CBS OPENING, FASTEN TO BLOCK AS NOTED. I j DOOR SIDES Min. 1 1/4" embedment U i 1/2"x 6" REDHEADS WITH MIN. a at windows and min. PH 2" x 1/8" WASHER 12" FROM ENDS a . ° 1 1/2" embedment at z AND 16"o.c. MAX. ° sl. gl. doors 0O I DOOR HEAD Q 114" x 2 3/4" TAPCONS STAGGERED v 24"o.c. C ° ° Garage Door Buck Detail drywall r a � stucco finish perimeter caulk J/ 1/4" max. struct. shim Attach p.t. bucks with 8d coil nails at caulk 12"o.c. attach as per Typ. Alum. window manufacturers jamb or sliding glass product approvals door jamb NOTE: Method of attachment and Gunable sealants shall comply with waterproofing procedures are the ASTM C 920 Class 25 grade or same at poured concrete sill. greater for proper joint expansion and contraction Coat Bucks with Protecto LWM200 after they have been installed and Chaulked Window & Door Flashing Detail at CBS Wall Includes Buck Attachment Method Alum. window frame 3/8" continuous bead of caulk (back bedding) behind shim to prevent liquid passage 1/4" struct. shim set flange in continuous bead of caulk across the entire face of buck perimeter caulk stucco finish a � � Gunable sealants shall comply with ° a ASTM C 920 Class 25 grade or greater for proper joint expansion and contraction corrosive resistant Tapcon concrete screws installed as specified in window manufacturers product approval comer bars at beam (outside only) (2) comer bars at footing (min.) — T Window sill precast conc. sill Typical Precast Conc. Sill Detail vent. dowel lapped with II wall reinforcing, all II all corner bars to be the laps 25" (min.) in grout II same size, number, and filled cell II spacing as horizontial bars II II II in footing, beams, and walls 0 22 1/2" lap min. Corner Reinforcing Detail Galv. Cap 2" dia. Galy Pipe Set ballard IT' from appliance Galy. `Typical Cone. Foundation Tapcons Bollard Detail scale: 1" = P-0" 90 DEGREE HOOKS OVERLAP 25" MIN: HORIZ. TIE BEAM STEEL SEE WALL SECTION FOR STEEL REQUIRMENTS POURED CELLS WITH (1) #5 BAR CONTINUOUS FROM BEAM TO. FOOTING Change in Bond Beam EleV. 2 x d hnttnm rnrd bracing 7 0'-0° Bottom Cord Lateral Bracing Concrete Tile Roofing on Peel & Stick Underlayment on 19/32" c.d.x. plywood fasten per Nailing Schedule 12 6 M--1 00 cl SEE CONNECTOR h SCHEDULE rn PRE ENG. WD. TRUSSES 24"c.c. SPRAY FOAM O W GALV. DRIP EDGE ON INSULATION Ix3P.T.ON2X8 R20 Z FASCIA a T.O.B_ 5/8" d.w. STUCCO SOFFIT 1 x 4 p.t. r V-6" I�r Firestop Z l W U A E- O Two Course Perimeter Beam with (1) #5 Rebar II in each course, Filled W with Grout 1 x 2 p.t. furring strips 16"o.c. II with R4.1 Foil 8 x 16 x 8 ii insulation CMU Typ. ii Cd 1/2" d.w. Light Textured Stucco Finish #5 vert. rebar in C, U ,r grout filled cell W rn ' f See Floor Plan E, eq 4 cd r; II for Locations • ,� o }"'' z� 00 ^ N #5 Vert. Rebar with ii 4" 3000# Fibermix Conc. d 0o 10" Hook and 30" ih on .006 Vapor Bearier on Lap. Tie to Vert. iii Clean, Compacted, Termite Rebar In Cells iii Treated Fill 41 hl 111 111 � Cf� i F.F.E. -� 0.00' \ Grade o �� //---------- M II / (2) #5 Rebar Typical Wall Section 10'-0'* — — 5/8" d.w pre engineered trusses 24"o.c. 5/8" drywall 2 x 4 plate 1/2" d.w. R11 batt insulation Lnd. JHJ Garage 2 x 4 blocking at mid point of wall 2 x 4 studs 16"o.c. 1-2 x 4 p.t. plate In v Cased hard coil nasealant under nails 12"o.c. sill plate—� F.F.E. Adj. Wall at Garage H W N Q U Q W W � L� U Q U Z [� bU U drawn a.I. checked s.l. date 2/19/19 scale as noted job number 18073 Flood / Light \. 1 l� / V A 5� � t Stub Out H/C Water & Drain Flood Light Flood Light � I ® Jt o l Iw' I m on t Ref. T�n Flood Lights I / 't L--------- ___ Q_Q. _____ Wall Oven / 00 & Micro. Cook Top & Micro. Exh. r^x HoodAboveFW4Sin ---- r------ --� Flood Light — — — — — — — — Q \a� L � I -----------� - I I / I _-D ---------------- / --- ----------------� r E \ I 0 Flood Light Electrical Plan scale: 14" = F-0" ` r 4�, II1 I I I IL-----------J 11 I t ❑� a 0 w qp t a \ \ � V ` — I Flood I 'a J` I j� j\ Light I Lr--, I 1 ,� V o vk m / ELECTRICAL LEDGEND / / \i RECESSED LIGHT WITH LENS Q EXTERIOR & WET LOCATIONS / SURFACE MOUNTED LIGHT FIXTURE SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE UNDER CABINET FLUORESCENT FIXTURE RECESSED INCANDESCENT LIGHT FUCFURE WITH EXHAUST FAN \ CEILING FAN ® LIGHT FIXTURE WITH CAMERA t`{ a EXHAUST FAN OUTLET ® DOOR CHIMES TO All THERMOSTAT SMOKE & CARBON Flood MONOXIDE DETECTOR Lights) Light DUPLEX OUTLET -SWITCHED $ —�+ TELEVISION � DUPLEX OUTLET 220 V OUTLET �1 TELEPHONE ^ -W SWITCH El PUSH BUTTON I / —W THREE WAY SWITCH D DIIvIIv1ER SWITCH NOTE: RECEPTACLES IN KITCHEN & BATH AREAS TO BE 46" A.F.F. ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFCI MUST BE AFCI. TAMPER PROOF RECEPTIC7ALES MUST BE INSTALLED IN 120 VOLT, SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS (3) #2/0 (THW) copper and (1) #4 ground (THW) Wall copper in 2" galy. conduit ny T, _ _ I Electrical Load Calculations I ^� 2851 Living S.F. at 3 VA 8553 watts > Two 20 Amp Appliance Ckts. 3000 watts One LaundryCir. 1500 watts 1500 watts @ Panel: 200 A.M.C.B. 200 Amp r I I Wall Oven 2000 watts One Cook Top 3000 watts 1,0, 3W 40 Circuit M 120/240 Volt Panel One Dishwasher & One Disposal @ 1500 watts each 3000 watts Two Microwave @ 1000 watts 2000 watts I I / One Water Heater @ 4.5 kw 4500 watts One Dryer @ 5 kw 5000 watts ax — J t Two Ref. @ 1500 watts 3000 watts disc. I Three Baths @ 1500 watts each 4500 watts Under Counter Ref. 1000 watts I Total 41,053 watts First 10 KVA at 100% 10,000 watts 5/8" dia. x 10'-0" Remainder at 40% 12,421 watts long ground rod 3/4" copper water pipe Total 22,421 watts One AC Heat at 100% 10,000 watts I Total 32,421 watts 32,421 W / 240 V = 135.0 Amps Use 200A Service I Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verif}7 all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified (3) #2/0 (THW) copper and (1) #4 round (THW) copper in 2' gals. conduit F.P.L. service (if overhead service) (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2" galy. conduit F.P.L. service (if underground service) 8'-9 5/8" —{ tie ground wire to footing rebars Electrical Riser Dia r am U n M � w c� a Ln • W/ I ,� VJ 00 t— (mil . Con¢' U ct z U Q H o ^� O >�7t (Iq It T� v � Cd CdU Mtn Cd N �t t� r, PY/�' x �j O N ^ 04 .. Cd Q oe M 04 1-4 P4 E C) O W �� z w > Q U Q W z Q � U Q O � C/Z U drawn sl. checked s.l. date 2119/19 scale as noted job number 18073 sheet^? A— / N N tD m iD �r 0 i� En N n � 1 CD - ko 14' 2" 26' 3" 7'1 3' 6" I F �- V4 1' 6 1111 ✓4 1' ti 5' 1" 7' 0" 105, 8" 51' 0" N 7, 8„ 0 N 1' 24' 9" %/////, a. iioiW/W0VO V=0loll iioi hill loll 0. ilia, iri, ioa, 1 � _ lam 1I�,,WWWWWW���II �©�■ :iWi1 ■I = CMI m 1 1 �, �J►��®® ®� - o�'� _ BSI 39' 4" z z J 0 0 1 V-4" BRG TOP OF HEEL 14'-0" 28' 9 1/2" oil 29' 10" z z J U 0 0 27' 6" 14'-0" BRG TRUSSES HAVE �I HIGH HEEL, HELD _ BACK 1" FOR EXT 0 PLYWD NEION, I�1 WO WA 34' 11" 44' 3" WALL LEGEND 10'-0" A. F. F 14'-0" A. F. F 11'-4" A. F. F 105, r_ N En 23' 10" 36' 10" 0" 13' 8" N 5' 0" o N 0 ;-1 0 b, 1 FILE COPY MAR 2 6 2019 Permitting Department St, Lucie County, FL HANGER LEGEND 13' 0" g^ ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED OTHERWISE * - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46 UNLESS NOTED OTHERWISE MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID IMPORTANT WIND ASCE7-10 ENCLOSED This Drawing Must Be Approved And EXPOSURE CATEGORY C Returned Before Fabrication Will OCCUPANCY CATEGORY II Begin. For Your Protection Check All WIND LOAD 160 MPH Dimensions And Conditions Prior To `TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE ROOF LOADING FLOOR LOADING BEEN ACCEPTED. TCLL: 20 PSF TCLL: PSF TCDL: 15 PSF TCDL: PSF BCDL: 10 PSF BCDL: PSF By Date TOTAL: 45 PSF TOTAL: PSF DURATION: 1.25 DURATION: CAUTIOW! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backclharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. TRUSS CONNECTION LIST QTY PRODUCT LUS24 27 HTU26 HTU28 HHUS26-2 4. HGUS26-2 HGUS28-2 HGUS28-3 BUILDER: REGATTA HOMES RES: MARINUCCI MODEL: N/A ADDRESS: TBD LOT / BLOCK: -- CITY: PORT SAINT LUCIE COUNTY ST LUCIE CO DRAWN BY: JL JOB # : 1633838 DATE: 02/15/19 SCALE: NTS REVISIONS: SCANNED 1. BY 2. 3. 4. 1 LlMuMlers FirstSoume 701 S. KINGS HIGHWAY FORT PIECE, FL 34945 Ph. (772) - 461 5475