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I. IR 0 I zo 70 V I O 71'-0- 0 0 Ell 0 00 00 00 0 0 0 0 0 0 +44.0 rI Porch I 575 N 0®® 2r� ❑ -47.9 ' 10'-0- Cing. 30$0 L-1 ,N g �O from FFE s h © French 10�0"'rCeili 2680 0 0 � 0 0 0 0 0 I o at 14'-2 `1 -0 3'-6"" J. El"" 2880 Pocket I Cafe Master Bdrm. 8'-0- 2'-0"" T-6- 0 2/12 Vault 10'-0"` Ceiling p <0 � L-4 Ceiling 25 s.h. Egress �, '"' 00 o Header 6080 French Dr. & Sidelites L-2 oar at 96"" N N 6080 00 `V r T-6" 4'-1il 5'-3"' T-4- 13'-8- T-4- El Header zo 2 x 4 frame r O 3'-6"" 4'-6- 5'-8- N o at 96- wall 40 1 /2"" tall o �° H B Great Rm. o co dw 6080 0 2/12 Vault co d. 25 s.h. Ceiling Kitchen Egress N C" Re 2/12 Vault ExhgFlood O 0 v.t.r. �r r Ceiling p 14'-2"" 16'-10- o, 2' 3"" 3'-0" 2'-10"" 2'-11 "" 0o a a o 60'" x 60"" 25 FL-- 2] s.h. `O in CO Apex of Vault Cing. water O Ilne �.l �,,./ ub Unit Tli `r Bdrm. 3 `� Ref. ? p�0 '' `� at96- in deck 25 s.h. Temp M 0 10'-0- Ceiling �O � 10'-0- � L-2 Cing. CD :2880 O I. M M N HB in _ ' - " 2880 Pocket withtall Templls Enclosure ❑' O 7-C 11'-0- 6" 00 6' C"I 2'-1" 2'-8 3'-4"" 3'-2" io 5'-10- 4'-0"" 3'-8 3'-8" p1111 p p p 25 s.h. FLA ® Egress o 10'-00- [Ed y CInQ. D p d 0 C M 1 � .unit= 10 F. � platform Fn O a ov " o 0 U� `o ° Dining °N ✓ U 2/12 vault O ° Ceiling 2/12 Vault (2) 2 x 12 e Header 2880 RI 1 batt InSU. in Adj. Walls Bruard Ballard 0 Ceiling g -411 9'-10"' 10'-2"" V I O (° °o o 00 CO 3080 Cl) �" •• O 0O � Load Brng. Walls, Typ. L-6 ❑ L-1 L-7 o 35 L-3 � 22- x 54- Attic s.h. Access with 0 100 Entry `' 3080 Ladder �i r 10'-0" Cing. Shop Garage from FFE 10'-0" Cing. 10'-0"" Cing. from FFE from FFE Oil 00 00 0 0 I 1� 0 0 16080 Overhead 0 0 0 00 00 0 Floor Plan scale: 1 /4- = 1'-0" Project Data Project Name: Wilcott residence Street Address: xxx North 44th St. City: Ft. Pierce County: St. Lucie State: Florida Scope of Work New one level CBS single family residence Design Loads Roof Live Load: 30.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH Wind Importance Factor: 1.0 Building Category: II Wind Exposure: B Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Building Data Occupancy Type: Group R Construction Type: V Number of Stories: One Building Code 6th Edition Florida Building Code: Residential 2014 National Electric Code NFPA 70 Climatic & Geographic Design Criteria Weathering: Negligible Termite Area: Very Heavy Flame Spread Index &Smoke Developed Index Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed Index: Not to exceed 450 Wall Finishes: Not greater than 200 Ceiling Finishes: Not greater than 200 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 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 ACI 530. reber at top (1) ma d W.W of n mbar at bottom 0 limel out r, £ IrF=filled \ path _I 1 In � WII 8F16-113/1T IJ 'da"i of FSJ `FS;eba..:bottom of intr] cmiry .. npmllu tdi'gtn be, attop Nom nal Lintel Type Designation Cast Crete Lintel Schedule Area Tabulation Living: 2,638 s.f. Garage/Shop: 717 s.f. Porch: 219 s.f. Entry: 265 s.f. Total Area: 3,839 s.f. Cubic Volume: 28,400 c.f. Installation Notes 1. Installation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field out 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 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 17'-4" 1849 218 1754 91 8F28 - 1B/lT L-2 4'-6" 8672 1132 4292 913 8F24 - 1B/lT L-3 5'-10" 6036 955 3295 554 8F24 - IB/1T L-4 13'-8' 1697 1150 1434 713 8F24 - 1B/2T L-5 4'-4" 8060 1077 4409 907 8RF22 - 1BAT L-6 4'-8" 7917 757 3935 450 8RF26 - 1BAT L-7 T-6" 5743 955 2442 554 8RF22-1BAT L-8 12'-8" 1075 242 606 162 8F16-1BAT L-9 IT-1" 1075 246 606 187 8F16 - 1B/lT L-10 9'-4" 1843 229 1133 95 8F16-IBAT L-11 4'-8" 8060 150 3277 250 8RF22-1BAT Minn. Beam depths shown, beams may be increased without comment At Lintels larger than 24" provide (1) #4 vertical rebar at 24`o.c. along length of lintel REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC NOV 0 5 2019 REVISION FILE COPY .--• 000 rn act Q M 0 O L w ai Z i LO �? a qt 4A N i w L0 00 N ® J •N Q Q U :3 z M U O U w M J o � � o N +J act M 1\ ►s ~ > (� U re- LLJ Li _ O T r = oo Z 00 UClal N re- _ 00 M T C J In W-il' o Q= 14 1) U US ' m (1) o z �+•, VJ L- W N 0- LL OLL O w U U Z w J J Q w U IX o ?� w va � w U) IY F- U- O 06 N U � date revision 2/20/19 Added Cubic Volume 10/20/19 SGD to Swing Dr. New Window & Dr Manufacturer drawn s1 checked s.l. date 9/12/17 scale as noted job number 16071 sheet A-1 P T.O.B. Ol 10'-0"" �' Window Head A -16, � �I� ICI lil lil lil ICI ICI !�I lil ICI lil lil lil ICI lil lil lil ICI ICI ICI ICI ICI ICI ICI ICI ICI I■I ICI I■I I■I ICI !■I I■I Front Elevation scale: 1 /4- = 1'-0- 5- Smooth Stucco Bands Typical at Windows and Doors as shown --� L+41.2 +q4.0 +44.0 —47.9 47.9 +44.0 57.5 +44.0 —47.9 —45.1 Rear Elevation scale: 1/4- = 1'-0- Right Elevation scale: 3/16" = 1'-0" 8'-0" IS +44.0 +44.0 —47.9 —47.9 +44.0 —47.9 Left Elevation scale: 1 /4- = 1'-0- U N 00 M Q. CO CO 1 0 J O 0- U- L W N Z LO `i "a CO bLO i •NLUQ ,n rc-0 Q N ® J r •� Q N .. .. Q U z (1) O U W m � J o NLU0 7 O Itt U) ~ Q (� U Lot N 2 o Z o 0 _ U < LLI U N W M T OLL O U W U z LU J J Q w U 0 ?� w cn a w U) ILL U U � date revision 10/20/19 SGD to Swing Dr. New Window & Dr Manufacturer drawn 5I checked al. date 9/12/17 scale as noted job number 16071 sheet A-3 Aol E Is I U �� 19 FILE c• Gov ®5 z� Wind Zones — Walls ^ ' Cap 2" di. Pipe Set ball from ap Galv. C Wind fines - Roof scale: 1/8" = 1'-0- Grout filled cell with #5 8x1 CBS Wall r 3 I x 2 p.t. 24 ' o.c. wall section insulation type d.w. ypical 2 x 4 tud bearing call 2 x 4 p.t. stud fastened to filled cell with 1/2- dia. 6" Tong wedge bolt with 1/8" x 2" washer 6" from ends and 24"o.c. Brng. Wall Attachment Detail (2) 2 x 4 TOF SP4 16- (6) 10d NE (2)2x12HE/ BOND TOGEI WITH 16d AT 6 AT EVERY STUD rH (6) 10d NAILS P & SILL PLATE ;2) MSTA18 N) 10d NAILS )2x4STUDS x 4 P.T. PLATE Brng. Header Detail Connector Schedule Bearing Truss Connector Connector Truss Point Uplift ID Gnt`J Uplift Fasteners 23 569 HETA16 1 1810# (9)1Od x 1 112` A23G 1 Ply 14 1275 HTS20 1 1450 (24) 1Od x 1 1/2- B6G 17 1070 HETA16 1 1810# (9) 10d x 1 1/2" 1 Ply 10 1070 HETA16 1 1810# (9) 10d x 1 1/2" C3G 13 913 HETA16 1 1810# (9) 10d x 1 1/2" 1 Ply 8 913 HETA16 1 1810# (9) 10d x 1 1/2- 12 1605 HETA16 1 1810# (9) 10d x 1 1/2" E1G (1) 5/8" ATR with 12" mina 2 Ply 7 2614 MGT 1 3965# embedment in cone. and (22) 1Od to Girder 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) 10d x 1 1/2" to CBS Supporting (4) 1Od Valley Framing Trusses <250# VTCR 1 370# Valley Truss I I 1 (3) 1 Old 1 1 /2- U W M CIL M :3 Cn J O M IL L W N Z L N LO C- a y WJ L01 NLU Q o0 Q W QCV J r- .N > U `~ (� Z o O v LU M Lo- -J W fY Connector Schedule Developed from the Truss Placement %� o Itt Plan and Engineering from Southern Truss Company (D Drawing Number 1463 Dated 7/26/17 4-) i Connector Notes: Do not substitute connectors 1 Do not sheath trusses before all straps are in place 1 v 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 specs. Lateral forces perpendicular and parallel to wall has been (� considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling 2 > of trusses, see HIB-9. (113 U LU Lo Other specs, if differgntfrom above, have priority. / M N o�T A.T.R. = All Treaded RodCD " T Drill and Epoxy Set all A.T.R. U W 00 r- Use either-Hilti- C-100 or Simpson Epoxy Tic Epoxy Q N 00 M T pre engineered trusses 24"o.c. F— O LL O 10--0-$ LU U U J Lu z U 1/2" gyp. d.w. LU Q (2) 2 x 4 plate W with SP4 with (6) 10d x 1 1/2" at each stud (n 0- 1/2- gyp. d.w. LU U) . LL RI I batt insulation 0 � lY U � Closet Garage 2 x 4 blocking at mid point of wall date revision 2 x a studs 16"pi Roofing Prod. 2 x 4 p.t plate 7/25/19 Approval with SP4 with 10/20/19 SGD to Swing Dr. (6) IDd x 1 1/2- New Window & Dr at each stud Manufacturer sealant under drawn sill plate wood base J. checked O.00.- F.F'E. J. date 9/12/17 scale see footing as noted details 1/2- dia. wedge bolt Job number with 3" x 1 washer embedment77- 24""o.a 510% sheet 16071 Adj. Wall at Garage c� � A—� Typ. Load Bearing Wall Detail �\ P� r �1�� c� v � 6 TO N� 0 M Me o - o 0 0 0 ------- ----------- °°- ------- ------ o o © o 0 0 0 0 o---- R--------- 0 444.0 B drm 2 s Soso 1`1 _ . V O N 35 French 10'-0" Ceiling 2680 s.h. Porch o 14'-2" 0 3'-6" ' L-5 10' 0" Cing. 2880 1rt,tlei `r from FFE Cafe Master Bdrm. 8'-0" 112' 0" 3'-6" 2/12 Vault 10'-0" Ceiling p I = tiv O l.-4 Ceiling El 25 s.h. Egress cv Header 12080 'Temp. SGD L 2 at 96" _c 6080 3'-6" 4'-10" 5'-3" 3'-4" 13'-8" T-4" 3' 6" 4'-6" 5'-8" ' I 2 x 4 frame at 96�r wall 40 1/2" tall -' tiHBI (e4T II I j I I Great Rm. l dw N p 6080 0 2/12 Vault cn d. ' ' i ❑ 25 s.h. N Ceiling f% Kitchen Egress N I' Range & 2/12 Vault Exh.Hoodv.t.r. F — Ceiling P2� • p 14'-2" 16'-10" M 213 3''0" 2'-10" 2'-11" oo a o 0 x 60" 25 1r2 s.h. Apex of Vault Cing: + O60" c Tub UnitBdrm. O 3 - cn El 2 Od, M Header I in deck 25 s.h. in O at 96^` I I _ Temp r p 10'-0" Ceiling — - — - — - — - — 4° i i 10'-0" 12 Cing. 1 p c 1 2880 _ M N 42"tallwalls with Temp. HB O 2980 Pocket Enclosure '(] 7 -6 11-0" 6' 0 6 f1l 2 -1 - 1 3 4 � 3 -2' � 5'-10" T-0" 3'-8" 3'-8" p p p p p 25 s.h.- Egress I I i d. 10'-0" ® v.t.r. Cing. ❑ d co I-Al a.h. unit on platform w.h. 0o Irl �'. N F J p J 0 o Dining -- Qs aHx v -1 I I 2A2 Vault ------ c I Ceiling 2/12 Vault (2 2 x 12 h eader 2880 R I 1 haft IRSUl. in Adj. w lls O. Ballard Ballard Ceiling 8'-4" 9' 10" 10'-2" " o o o 3080 Walls, Typ. i_ i I 6 lrl Tr7 _ 35 L-3 0 22" x 54" Attic i s.h. Access with ' Enti� 3080 Ladder ftomEg Shop Garage > O I ❑ 10'-0" Cing. 10'-0" Cing. --------- ---------- ______- _ ------------ - from FFE from FFE O LEI t` 0 0 16080 Overhead o • oo raEll o Floor Plan scale: 1/4" = F-0" ST. LUCIE CI N 0,,,f ILD N i12 SI0 FILEC `.-/ 1 y REVIEWED FOR COMPLIAN E REVIEWED BY gHpWING DATE ALL MANUFACTURES IABLEs PLANS AND PERMIT MUST BU KEPT ON JOB U FACTORS AND SFiGC COMPLIANCE SITE',ORNOINSPECTION(S)WILL BEMADE WITH FBC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS Project Data Building Code UNTIL INSPEC11ONS ARE APPROVED 7NESEPIANSANDALLPROPOSED"" A ORR Project Wilcottresidence IV FIELD ARESUEJECTTO�tNSPECTCRSlT J 6th Edition Florida Building Code: Residential pWy1pED RTO�+ Street Address: xxx North 44th St. 2014 National Electric Code NFPA 70 MAY eE NECESSARY IN';ORD City: Ft. Pierce COMPLY WITH ALL APPUCA LE 000 C\ County: St. Lucie M State: Florida Climatic & Geographic Design Criteria Ft. o Scope Of Work Weathering: Negligible Termite Area: Very HeavyQA r h Z U o, 0- C7 New one level CBS single family o a residence Flame Spread Index & Smoke Developed Index 9 `2 bQ "' Insulation Flame Spread: Not to exceed 25 9 Q r- Design Loads N Insulation Smoke Developed Index: Not to exceed 450 a Roof Live Load: 30.0 p.s.f. Wall Finishes: Not greater than 200 Floor Live Load: N.A. > U Wind Speed: 160 MPH Ceiling Finishes: Not greater than 200 Z O Wind Importance Factor: 1.0 CC3 W Building Category: II Q Wind Exposure: B Internal Pressure Coefficent:.18 Structure Designed: Enclosed Area Tabulation (D Soil bearing capacity: 2000 p.s.f. > o Living 2,638 s.f. Building Data Garage/Shop: 717 s.f. Porch: 219 s.f. Occupancy Type: Group R Construction Type: V Entry: 265 s.f. Number of Stories: One j Total Area: 3,839 s.f. �. t Cubic Volume: 28,400 c.f. C� Safe Load Table Notes Installation Notes 1. All values based on minimum 4" nominal bearing. 1, Installation of U lintels must comply with architectural Excepti6n-Safe loads for unfilled U lintels must and/or structural drawings. be reduced by WQ o if bearing length is less than V 6 1/2". 2. U lintels can be field cut to the required length. W ACC n � 2. N.R. = Not Rated 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units;' + _O 3. Safe loads are superimposed allowable loads. x O 4. The exterior surface of U lintels installed in exterior �.f.� U 0 y 00 N 4.One #7 rebar may be substituted for two #5 concrete masonry walls shall have a coating of stucco / a rebar in 8 inch U lintels only. applied in accordance with ASTM C-926 or other approved coating. h 5. All safe loads in units of pounds per linier foot. clon 5. Concrete masonry units used in composite U lintel shall (� 6. All safe loads are basedon simply supported span. be laid in a running bond. 00 7. Safe load ratings based on rational design analysis 6. Shore composite lintels as required. per ACI 318 and ACI 530. 7, LJ lintels are manufactured with a 5 1/2" long notch at both ends to accomodate vertical cell reinforcing and grout. yuanityof# No � fltbomm oflimel F•fifl derwt cavTy W F wibN x� C.M. ,a v) g .. .�.� z z 8F16-1B/1T mfl cr.e 5/8' m ryo#5 #5 bar etbmu final barattop Ml oml cavmf M1elgah g"NominY Lintel Type Designation Cast Crete Lintel Schedule 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 All Rebar to be #5 Gracie 60 min_ MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 174" 1849 218 1754 91 81728-1B/lT L-2 4-6" rv` r 8672 1132 4292 913 SF24-1B/1T L-3 N-10" 6036 955 3295 554 SF24-1B11T L_4 13' 8" 1697 1150 1434 713 9F24- lB/2T L-5 4'4" 9060 1077 4409 907 9RF22 - 113/1T L-6 4'-8" 7917 757 3935 450 9RF26 - 1B/1T L-7 T 6" 5743 955 2442 554 BRF22-1B/lT L-8 IT-8" ` 1075 242 606 162 SF16-IB/1T L-9 1Y-l" 1075 246 606 197 1 81716-1B/1T L 10 9'4" 1843 229 1133 95 81316-1B/lT L-11 4'-8" 8060 150 3277 250 9RF22-IB/lT date revision 2 20/19 Added Cubic Volume Mim. Beam depths shown, beams may be increased without comment At Lintels laiger than 24" provide (1) #4 vertical rebar drawn at 24' o:c: along length of lintel checked date I. 9/12/17 scale as noted job number 16071 sheet A-1 �r 0 71'-0" 21'_4„ 24'-0" 25'-8" 5' S" 3'-10" 5'-6" 67" 1 '-8" 101'4" 5'-1" Y-10" Y-11" Y-11" Y-10" 5'-1" 1 F-4' '-4' 12' 2'-7" 5'-2" 2'-7" ° k- ° °0 F-1 DO F-1 Ot] O t 1 F 1 O 0 0 F 1 0 r------------- ---� —-- --- - - - - - - - - - - - --- - - - - - - -- ------------------------------ 1 cv I F 3 I cn N 1 I oc ^' I L -----, 0 v F 5 i` I I „ I „ s -6 O° 1 1 ❑ o I ❑ ❑ 1 I 0 I I F-5 F-5 1 I p 1 1 �-- ----------J I ❑ - I I F-5I 1 • ❑ I I 4' 1I 1 I : o 0 F-1 I L------------ — -------J 0 M I 1 n N 1 1/2" Recess I p 1 for SI. G1. Dr. I p- c9 I I 1 o Cn . o F-1 J 1 ° F1 1 00 o 0 0 1 ❑ n F-1 1 4" 3000# FIBERMIX CONC. 25'-1" T-0" 1 8° OVER .006 VAPOR BARRIER o 1 03xI CLEAN, COMPACTED, 14 ° I F 1 1 TERMITE TREATED FILL, 1 m Ell 1 1 ASSUMED F.F.E. 0.60, I I V31 l-5 0 El OF-1 I n I I I o 1 I I -----J - •~—+ I I F, slope _.}" 5 1 -------- r ------ --- I I — — — —— 1 FI2 4" 2500# cone. pad N i I I I I 0 1 I IF-5 I '- I L-- — — — — — — — — — — ------� I a v N F_2 z r' F-1 I p I' I - „ 2J 18'-6" 10'-0" I „ o in 1 z I 1 co I I `' v ------ ---------- F-1 --------- iv F-1 -- F_2 1 N' I p - o0 00 o I I I I F12 - I M I I 0 1 I o F� I I I Slope for 1 " 1 28'-8" Garage Dr. I o I 1 L--------------- -- Z - - - - - - - - - - - - - - -J F-2 - F-2 0 DO � F-1 DO F-1 F-2 F-5 18" x 18" mono. footing 18 x 18" mono. footing with (2) #5 rebar cont. 18" x 18" mono. footing with (2) #5 rebar cont. and curb with (2) 45 rebar cont. 8" 4" 4" to 6"�1\ T 18" 4" ---- 4„ 18" MONO. EDGE FOOTING F-3 8" x 8" mono, footing with (1) #5 rebar cont. 4„ 4" 4,? 4" 8" THICKENED EDGE 18" CURB FOO AT GARA( FOOTING GENERAL FOUNDATION NOTES FORMWORK & SHORING Concrete shall be a minimum of 4 thick over clean, compacted, No structural concrete shall be stripped until it has reached at least 80% of termite treated fill and 6.mil polyethylene vapor barrier. the 28 day design strength. If concrete slab contains 6" x 6" 10/10 W WM provide 1" coverage Design; Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301 Concrete shall have at minimum compressive strength of not less than 3,000 p.s.i. Contractor to verify all building setbacks prior to the start of construction. All 90% hooks are to be extended 10" minimum beyond the turn. A formboard survey shall be submitted to the building department for approval prior to pouring concrete. 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. SOIL STATEMENT: Minimum coverage for rebar shall be 3" in footings and 1 1/2". in bond beams: Hooks maybe rotated horizontally if required to Foundation has been designed for a soil bearing capacity of $ g P Y P•s-i- achieve minimum coverages. Fill shall be laid in layers of 6". Each layer to be compacted to 95% compaction. Rebar overlap shall be 48 bar diameters. 30" for #5 rebar If the contractor encounters, while. digging the foundation, any The foundation design assumes that the soil has a minimum load carrying capacity of 2000 discreppanyyy to suggest the soil maybe inadecuate, he must mimediate}y report it to the owner the Architect ps.f. and or Engineer so as to order a soil boring test In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superceded by Foundation Design Engineer. - Dowel Rod Repair Note i� ll i� 1� Satisfactorycompaction test of fill does not verify p fy lower soils are In the event vertical steel has been omitted from the downadequate. - pour locations, drill 5" into concrete (no loser than 3 3/4" from edges and 5". from ends of cap walls) Remove dust All specifications and dimensions to be verified by contractor. - per manufacturers instructions and use Two part epoxy to anchor the #5 rebar in. place. Use either "Hilh C-] 00" or All exterior slabs shall slo e a minimum 1A per footfor drainage P P g - Simpson Epoxy -Tie. /111 2" v.t.r. water hammer & shut off valve at to sanitary each fixture system Insulate all hot waier lines 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 elevatiol, but not less than 18" above the crown of the road. i h--I 00 7t Q i-4 W U W 00 N 9 U O C� W ~ 4' > b V1 �I v I E- CC�U z U cV 00 F+H rn t--I { O w �l U '� W z W A � W W w C) U drawn s 1 checked S.I. date 9/12/17 scale m noted job number 6071 sheet A-2 �S s s c O i ttl >, 0 co U_ 0 Q 3 a� its m U n i1 L ❑� � -_ Ir■I IVI ICI ICI t�l ICI ICI ICI ICI ICI �II�II�II�II�II�II�II�I ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI ICI Front Elevation scale: 1/4 = 1'-0 5" Smooth Stucco Bands Typical at Windows and Doors as shown n Rear Ele scale:1/4" = 1'-0" Right Elevation scale: 3/16" = 1'-0" v ation +23.3 26.0 +44.0 -47.9 O � w z rn w wLin T.O.B. low Head • CA U _ W cd U Q s w Cd y � N _ F.F.E_ 0.00' I I i CCU ' W N • O� N no M t--1 i i [ O O w a I a w z w w w w u� U 1 F-1 u +44.0 LIM +44.0 -47.9 Left Elevation scale: 1/4" = l'-0" H drawn s.l. checked date 9/12/17 scale as noted job number 16071 sheet A-3 I'apcons _ Ballat Detail scale:l" PRODUCT APPROVAL Approval Product Model Number Manufacturer Glass Attachment Method Building Rated Product Rated Number Type Design Pressures Design Pressures Non Jambs: 9" max. from comers and 21" max. o.c. NOA: 16-0505.02 S.H. Windows SH-200 PGT Ind. Im erx P & 8" from center above and below meeting .rail Use 1/4" Tapcon with 1 1/4" embedment into concrete See Elevations +50.2 -50.2 ' Head & Sill: 6" max. from corners, 22"max: o.c Non ends Iambs: 6" from corners and 28" max. o.c. Use 1/4" NOA: 15-0609.10 Sliding Glass Dr. SGD-2500 PGT Ind. Impact dia. Tapcon with 1 3/8" embedment in concrete. Use two See Elevations +65.0 / -72.3 anchors at each location " 6" from corners & 14"o.c.. at Jambs & Head. Use 1/4" FL#: 17184.11 Swing Doors Fiberglass Plastpro NA. Tapcon with 1 1/4" embedment into concrete. See Elevations +/- 65.0 Min. 2" edge distance. FL#: 16660.11 Garage Door 2000 Series Haas Door Jamb Bracket Angle 5/16" x 1 5/8" lag screws. (I) 5/16" x 15/8" lag screws per bracket See Elevations +31.3 -34.9 Approval Product Model Number Manufacturer Attachment Method Building Rated Product Rated Number Design Pressures Design Pressures FL#: 10674.1 Roofing Asphalt Shingles Owens Corning 1 (6) 1 1/4" long roofing nails per shingle min. FL#: 15076.2 Storm Panels 24 Gauge Coorigated Panels Global Protection Products 1/1" dia: 20 x 1" SS bolts with wing nut 8"o.c. See Elevations +/- 80.0 1 x.2 p.t. 24"o.c. see wall section for insulation type gyp d.w. Typical 2 x 4 stud bearing wall 2 x 4 pI stud fastened to filled cell with 1/2" dia. 6" lod wedge bolt with 1/8" xY washer 6" from ends and 24"o.c. Bmg. Wall Attachment Detail (2)2x4 TOP PLATE SP6 AT EVERY STUD WITH (6) 1Od NAILS SP4 16"c.c. TOP & SILL PLATE (6)1Od NAILS (2) XISTAI8 (14) 10d NAILS (2) 2 x 12 HEADS BOND TOGETHI WITH 16d AT 6"( )2x4STUDS ! x 4 P.T. PLATE Brng. Header Detail Connector Schedule Bearing Truss Connector Connector Truss point Uplift ID 'Qnty Uplift Fasteners A23G 23 569 HETA16 1 1810# (9) 10d x 1 112" 1 Ply 14 1275 HTS20 1 1450 (24) 10d x 1 1/2" B6G 17 1070 HETA16 1 1810# (9) 10d x 1 1/2" 1 Ply 10 1070 HETA16 1 1810# (9) t0d x t 1(2" C3G 13 913 HETA16 1 1810# (9) 10d x 1 1/2" 1Ply 8 913 HETA16 1 1810# (9)10dz.11/2" 12 1605 HETA16 1 1810# (9) Ind x t 1/2" E1G (1) 5/8" ATR with 12" min. 2 Ply 7 2614 MGT 1 39654 embedment in cone. and (22) 10d to Girder All other trusses ALL <1000 MTS18 1r370# (14)1Odx11/2" to Frame All other trusses ALL <1810 HETA20 1 (9) 10d x1 1/2" to CBS Supporting (4) lOd Valley Framing <250# VTCR 1 valley Trusses Truss r (3) lOd x 1 1/2" Connector Schedule Developed from the Truss Placement Plan and Engineering from Southern Truss Company Drawing Number 1463 Dated 7/26/17 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 specs. 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 HI13-9. 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 00 M � a p � w W � I "d N bA Cn w •� ~ > U C z W U A 10' AAll r�r� N �, CCU �> oo U N 0 pre engineered trusses 24"o.c. L� C O w U U Z W U 1/2" gyp. d.w. W. (2) 2 x 4 plate Q with SP4 with W (6)1 Od x 1 1/2" at each stud W 1/2" gyp. d.w. � w O battinsulation /R11 U Closet Garage 2 x 4 blocking at mid point of wall date ecision 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 sealant under sill plate w,—d base - drawn ' checked .. . 0.00'_$-- F.F.E. 5.1 l� 9/12/17 i D. ... scale .. �. see footing as noted details 1/2 dia. wedgebolt job numb ca with3" x 1/8" washer 16071 Y 7" embedment 24"o.c. sheet _ Adj. Wall at Garageto �O q Typ. Load Bearing Wall Detail —4 a I GENERAL ROOFING NOTES Alum. window corrosive resistant STRUCTURAL NOTES: frame All reinforcing steel shall be high strength billet steel and shall Roofing to be composed of and attached to pre manufactured Tapcon concrete conform to ASTM A-615 grade 60 specifications. La continuous wood trusses as follows: 3/8 continuous bead of srews installed as p Asphalt Shingles reinforcing 48 bar diameters or 30' in beams and in slabs. Lap caulk (back bedding) behind specified in window over 30# Felt on r1 bottom steel over supports and to steel at mids an. Hook Felt underlayment (min. ASTM 0 226 Type II) with 4" min. side and H" pp p P enddaps, fasten with coorosion resistant annular ring shank nails Shim t0 prevent liquid passage nufacturers product discontinuous ends of all top bars. Reinforcing steel shall have at 6"o.c. in laps and in staggered rows spaced 12"o.e. in field. approa� a minimum of I" concrete cover, or as follows: If roof pitch is <4/12 install (2) layers 15# felt. 1/4" struet. shim If roof pitch is 4/12 or greater, install (I) layer 30# felt. WlridOW sill BOTTOM TOP SIDES set flange in continuous 5/8" cAx. sheathing or equal installed with staggered joints g n shank nails nailed to trusses with 8d corrosion : resistant annular ring bead Of Caulk across the Beams : 1 1/2 1 1/2 1 1/2 „ d 6` th h t E max 4 o e at able ends 5/8,, c.d.x plywood fastened V Cis as per nailing schedule Pre Engineered Wood rn u" Roof Trusses 24"o.c. SOhop Drawings by Z P Slab on Grade: 1 1/2" 1" space max. o.c. ion ou , exce entire face of buck erS P g P .. g Structural Poured: 3/4 3/4" Al] roof uses are to be'pre-manufactured assemblies provided by so .� so It Poured Walls: _ _ 3/4" a licensed wood truss fabricator with seperate drawings and data perimeter caulk See Connector = a Slabs exposed prepared for actual project conditions by a Florida registered Schedule y to the weather 3/4" 1" _ professional engineer certified for truss design. Any deviation from Stucco finish W W 00 the proposed plans as shown regarding placement or bearing shall Reinforcing steel shall be detailed and fabricated in accordance e trusses. Tbe brought to the attenti 'n of the truss engineer prior to fabrication 1 2 X 4 24"o.C. Q Q of the truss anufacturer's certified layout shall govern a R30 Blown EV N with the''Manual of Standard Practice of Detailing Reinforcing '�' Concrete Structures" and the current "ACI BuildingCode 31$" after fabrication. 5 (^ t` Gunable sealants shall comply with c Insulation The handling, erection, and fixing of wood trusses shall be in ASTM C 920 Class 25 grade or a. d v 1--1 All structural steel shall conform to current ASTM Specification A-36 accordance with the specifications contained on he certified mfgr s. Galy. Drip Edge I `� drawings and data. greater for proper joint expansion over 1 x 3 p.t. ''� > Q All wood in contact with masonry shall be pressure treated or approved and contraction E All engineered headers and truss hangers to be provided byhT.O.B. ethe recast T.O separating material. truss manufacturer. c 10'-0'* — - — - — - � ct conc. sill All dimensions shall be verified in field by the contractor. If there are Splitting or cracking of structural components due to installation of I u 2 x 6 R.S. Pine U Q any discrepancies the Architect or Engineer shall be notified before hardware is not permitted. �I Fascia Board proceeding. Typical Precast Conc. Sill Detail — conform 1/2" d.w. u i Unless otherwise noted, the installation of specified hardware shall ��� � u to the truss manufacturers installation instructions and No slump over 5" shall be permitted for any structural concrete without standard practice. the Architect or Engineer approval. 1 r 4 opp.ti i Stucco Soffit Over ( C7 Firestop -rr High Ribbed Wire o All Design and Construction shall be inaccordance with the current BUCK ATTACHMENT NOTES American Concrete Institute (ACl). and the American Institute of Steel Construction (RISC), The Florida Building Code and all applicable AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH 11 1 It u 11_6" Lath I Install one layer of 15# u felt to framing prior to local codes. TO BLOCK WITH 1/4 DIA. TAPCONS INTO C.P.S. Two Course Perimeter ;; installing wire lath j SET AT 6" FROM CORNERS AND AT 12"o.c. MAX. Beam With (1) #5 Rebar „ I (Fe') in 28 days as follows: AT WINDOWS USE P.T.0 1e X g screen Structural Concrete shall attain a minimum ultimate compressive strength y m each course, Filled T. PINE OR SPRUCE AND ATTACH with Grout VeritS 8'-0"O.C. BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS Column Footing and Wall Footing: 3000 p.s.i. OR T' NAILS" 4" FROM ENDS AND 12"o.c. Column and walls from foundation to roof: see column schedule. 3/8" continuous bead of All other concrete: 3000 p.s.i. USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION caulk (back bedding) behind 1 X 2 p.t. furring '� 1 buck to prevent liquid passage strips 24 o.c. ,1 Footing sizes and reinforcing are based on allowable soil bearing 1�7 on 3/4" Insilation capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this SHEATHING NAILING 1V OTES Board (R4.1) ii 8 x 16 x 8 is not the case, the Architect or Engineer shall be notified before set flange in Continuous CMU Typ. proceeding with the work. Nailing Pattern Nailing Schedule bead of caulk across the 1/2" d i� ROOF &FLOOR DIAGRAM entire face of buck Timber (Heavy Timber Construction) Zone 1: 8d at 6'o.c. field & 4"o.c. edges I I (a) Truss manufacturer shall submit a signed and sealed shop Zone 2: 8d at 4'o.c. edges & field Use sheathing with #8 gun nails at 6"o.c. CBS II Light Textured drawings by a registered Engineer. Zone 3: 8d at 4"o.c. edges & field at supported panel edges and #8 gun #5 vert. rebar in ii Stucco Finish (� (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. nails at 6"o.c. at intermediate supports. t (c) Roof members should be secured to the beams or other Pneumatic Nails grout filled cell iI See Floor Plan structural components with hurricane anchors for wind uplift. ROOF SHEATHING TO GABLE END FRAME Min. 1 1/4" embedment I Pneumatic or mechanical driven nails will fox Locations ^ l y Use #8 gun nails at 4"o.c. a II W All wood members shall have a minimum fiber stress in bending be accepted under the following conditions: g a at windows and min. jl $ u.� a a 1 1/2" embedment at '; of 1200 p.s.i. with `1'/360 max. deflection. Min. nails size 8d or larger ring shank with b Q e n n Sl. gl. BOOTS li U EXTERIOR SHEATHING y I I 00 Min. shank diameter: . 113 �y a1 in All bolted connections shall be 1/2' Cadmium plated or better. Min. Length: 2" Use #8 gun nails at 4"o.c. at pane] edges w I I [- d Min. Head Diameter:.280 Full Round and #8 gun nails at 4"o.c. at panel top and - o • 4 4" 2500# Fibermix Cone. j i #5 Vert. ' ebaT With C) S� Lag bolts to be used only in shear connections with minimum Min. Ring Diameter .012 over shank dia. bottom and 6"o.c. in field -o I ,; I CC 00 - 4 threaded penetration past steel plate. I n Clean, Compacted, Termite ni La . Tie t and 30 `� O Note Inch o 7s a, ap I 10 Hook Z a° tiVJ 1/2 drywall TreatedFlllpp overt. U Lag bolted conditions shall be drill tapped no larger than the Min. 16 to 20 Rings per a I I Rebaf In Cells internal thread diameter and shall not be hammer driven. " Gun nails shall be permitted as an acceptable fastener from any manufacturer Under Girder Trusses provide equal number of studs as girder µ III C� plys at frame bearing locations Wood screws meeting the same size requirement _ a i i1 f may be used in lieu o nails without comment GENERAL REQUIREMENTS stucco finish m IIS INTERIOR WALL FRAMING NOTE All work to be as per the current edition of the Florida Building Code F_F.E. Interior non bearm walls to be 2 x 4 studs 24"o.c- perimeter caulk 0.00 - I I and meet or exceed all applicable local requirements. p Spruce, Pine, Fit (SRF) #2 Grade lumber or better Grade General contractor is responsible for all labor, materials, utilities, testing, or metal studs (25 Ga.) Crimper may be used in4VI I lieu of screws. 1/4" max. struct. shim j° waste removal, storage, securing of site, accomodation, transport/freight, Attach p.t. bucks and all other cost related to the completion of this project., unless explicitly with 8d coil nails at 12"o.c. caulk identified here: --- Owner is responsible for all municipal related charges such as impact THRESHOLD NOTE attach as per Typ. Alum. window manufacturers (2) #5 p fees, and water connection; except building permit fees, which are to be At egress door (see floor plan) the max. hgth. jamb or sliding glass product approvals Rebar w U t included in the construction bid. of the threshold shall be 1/2" doorjamb General contractor to check all drawings for errors and ommissions and W bring them to the attention of the architect prior to starting any work, or U ordering any materials of the respective division of work. If such errors NOTE: Method of attachment and Gtmable sealants shall Comply with W and ommissions are not reported in writingto the architect, any resulting waterproofing procedures are the ASTM C 920 Class 25 grade or Z U damages or costs shall be bom entirely by the general contractor. same at poured concrete sill. greater for proper joint expansion 1 W and contraction Typical Wall YV all Section Architect is not responsible for the contractors method or means of 8". x 16".C.M.U. WITH CELLS FILLED Coat. Bucks with DryLock Waterproofing construction. after the have been installed and Chaulked WITH GROUT & (1) #5 VERT. y W General contractor is to keep the site in a clean and safe state through \ .... J DOWEL out the course of construction. On building turnover, general contractor to w i clean all surfaces so as to be free of dust, grease, stains, scuffs, etc. 3 Window & Door Flashing Detail at CBS Wall H Unless otherwise noted, the installation of specified hardware shall w � P.T. 2 x116 AT (3) SIDES OF Includes Buck Attachment Method O conform to the manufacturers instructions and standard practice. E' E-� OPENING, FASTEN TO BLOCK V7 All plans and drawings are not considered complete until they have been I 2 x 4 bottom cord bracing AS NOTED. reviewed and approved by the St. Lucie County Building Department i I DOOR SIDES U and the building permit has been issued. I i 1/2" x 6" REDHEADS WITH MIN. 24" min. lap (2) 16d at each w j i 2" x-1/8'` WASHER 12" FROM ENDS truss EXTERIOR CEILING & SOFFIT NOTE 04 a I AND 16"°.c. MAX. 7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to A I DOORHEAD framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" 1/4" x 2 3/4" TAPCONS STAGGERED dia. head 6"o.e. max. edges to be tied and nailed at 9"o.c. 24"o.c. date re s o Install one layer of 15# felt to framing prior to installing ribbed lath Door BDetail Garage oor Buck Detail comer bars at beam 2/20/19 Added Insulation comer R Values (outside only) (2) co bottom cord of bars at footing (min.) wood trusses o at 24"o.c.� vert dowel lapped with wall reinforcing, all laps 25" (min.) in grout filled cell all corner bars to be the same size, number, and spacing as horizonfial bars in footing, beams, and walls Corner Reinforcing Detail Bottom Cord Lateral Bracing drawn S.I. checked s.l. date 0/12/17 scale as noted rob number 16071 A 5 Electrical Load Calculations 2,638 Living S.F. at 3 VA 7914 watts Two 20 Amp Appliance Ckts. 3000 watts One Laundry Cit. @ 1500 watts 1500 watts One Range 8000 watts One Dishwasher & One Disposal @ 1500 watts each 3000 watts One Microwave @ 2000 watts 2000 watts One Water Heater @ 4.5 kw 4500 watts One Dryer @ 5 kw 5000 watts One Ref. @ 1500 watts 1500 watts Two Baths @ 1500 watts each 3000 watts Total 39,414 watts First 10 KVA at 100% 10,000 watts Remainder at 40% 11,766 watts Total 21,766 watts One AC Heat at 100% 10,000 watts Total 31,766 watts 31,766 W / 240 V = 132.3 Amps Use 200A Service Smoke detectors wired to120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify 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 ground (THW) copper in 2" galy. conduit (3) #2/0 (THW) copper and (1) #4 ground (THW) Wall F.P.L. service copper in 2" galy. conduit (if overhead service Panel: 200 A.M. C.B. 200 Amp 1,6, 3W 40 Circuit Panel M 120/240 Volt a.c. disc. (3) #2/0 (THW) copper and (1) #4 ground (THW) copper in 2" galy. conduit 5/8" did. x 10'-0" F.P.L. service (if underground long ground rod 3/4" copper service) water pipe 1 I I tie ground wire to footing rebars Electrical Riser Diagram ELECTRICAL LEDGEND \lam RECESSED LIGHT WITH LENS g EXTERIOR & WET LOCATIONS SURFACE MOUNTED LIGHT FIXTURE F---�� --� SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE cceeeea UNDER CABINET FLUORESCENT FD[TTIRH LpU RECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN CEILING FAN ® EXHAUST FAN OUTLET ® DOORCHKIWI S THERMOSTAT SMOYE&CARBON ® MONOXIDE DETECTOR DUPLEX OUTLET - SWITCHED -++ TELEVISION DUPLEX OUTLET TELEPHONE 220 V OUTLET y� SWITCH El -W THREE WAY SWITCH -W DIMUM SWI cH 3W D 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 RECEPTAALES MUST BE INSTALLED IN 120 VOLT, SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS U H N p � w S—I W aj L � U •� —� > U zct U � H W � � N i \ Qi H � U CIA 40 M w i O w U W �1 Z Q U � Q � w � a W � x w � w � C) rn drawn sl checked s.l. date 9/r1/17 scale as noted job number 16071 sheet A-6 aoso'PetN FOUND 1/2" IRON ROD FOUND/2" — — — — - — — — - — — — — — — — — — — — — —I. RON ROD I PeNce 0.3E IN _— — — — — — — — ----------------------------- I MAAIN✓ID 600 SP AVAILABLE / - I 20' BLD6 SETBACK - SIDL GORNeR L — _ —. —. _ — — — — — — — — l L — — — — — ----------------------------------------- i. n 'GLEAN OUT 41 GWTTLR s 5EPT10 a D.P. iI------------- - - - - - - - - - - - - I I I I � 1 I 1 1 I I I 11 1 1 y ----------' ' LOT ( I w I i BLOCK T GONGRETE DRIVE ( 1 r - 4'W CONCRETE DRIVE WALK 1 1 I lu N i} � ado I H:. 1 - - � II Rr F z 4 ' RQPQSV,43ul ►- i 1 TORY AMU RESIDEN 1 --- ---- 14 -- - + - -- - — ----- --- ---+ — — — I� — — — PLATTED — 1 — -- — -- o — i ' i i LOT LINE IQ I ------ L H-----i H Im �-----, II 8 I i i LOT 2 I ' BLOCK 7 I ti TOO MIN 100 I I IABOVI fWAO °ROWN 5 I 1 I � I - I ' I PJ2GTRIG � � BUILDING 1 �AIL BOX PLR ' - POO'IPRINT '3 LA:ALSTAlIDARD o, ' 513E PE:OBANIGAL SLAB I(by PLR IXiUIPMLNT SLLLGTCp '----------------"---' I � I I _ I I IL —— ---- -- _—J { Q I — — — '1.s BLOC MTSACK -- aiDE __- — — - — — — — = — — — — — — n i -� I 25.00E / —+ _ FOUND I/2" Iaoso'(PeM) -- _------ I. IRON ROD u� LOT 3 i� R C RECTURAL NORTH z� BLOCK "i 31 SCALE THIS IS NOT A BOUNDARY SURVEY TANIN6: R5 4 THIS DRAWING 15 FOR INFORMATION RE6ARDIN6 THE SCOPE OF WORK BUILDING 5E76AGK5 FOR TH15 PRO-ECT AND 15 EASED ON INFORMATION PROVIDED 5Y THE CLIENT FRONT 25' *LIMITATIONS SIaDEE CORNER 20' PROPERTY LIES IN FLOOD ZONE "X" ACCORDING TO MAP No. REAR .15E I21IIC PANEL 0176, DATED 2/16/2012 *LEGAL DESCRIPTION LOTS 142, BLOCK T, HARMONY HEIGHTS N0.4, ACCORDING CONCEPTUAL DRAINAGE TO THE FLAT THEROP AS RECORDED IN FLAT 5K 9, PG 71 OF THE PUBLIC RECORDS OF ST. LUVE COUNTY, FLORIDA. EXISTING GRADE ELEV LOT AREA CALCULATION AREA EASED ON SQUARE FEET LOT AREA 15,455 MAXIMUM 5UILDIN6 COVERAGE 50.0% 4,657 ACTUAL BUILDING COVERA6E 25.4% 5,859 ALLOWED BUILDING AIAA CALCULATION Gross 5.F CONDITIONED SPACE L I V I N6 2,65E 6ARA6E d SHOP -717 PORCHES +ENTRY 484 TOTAL 5,85q LOT 22 BLOCK 'I LOT 21 BLOCK '1 LOT 20 BLOCK 7 N c 0.' �2 Kf, OZ CG J REVISA a/2dA& REVISIONS iG rIIUME I IN U. 1-day—Ia a SHEET NO. 0QD I 1 G z > 0 U 171 :14� FOUND 1/2 III IRON Rom 0.31 IN II FZW-e 03, our *LEGAL DESCRIPTION LOTS 142,15LOCK -1, HARMONY HE16HT5 NOA ACCORDING CONCEPTUAL VRAINAd TO THE PLAT THERoi- As RECORDED IN "T ISK 41, P& T OF THE FOLIC RECORDS OF ST. LUCIE BOUNTY, FLORIDA. EX15TIN6 6RADE ELE\ �z FILE COP, P4�� 1= � doo, 0" OW E 0 < AREh�, 11 -, LOT AREA CALCULATION AREA BASED ON SQUARE rr:r:T LOT AREA 15,455 MAXIMUM 51,111-VINIS COVERAGE 30.0% 4,65-7 ACTUAL BUILvIN6 covER,46E 25.4% 5,639 ALLOWED BUILDING AREA CALCULATION CONDITIONED SPADE Gross SPADE LIviNIS 2,656 ISARA&E 4 SHOP 7117 0 PORCHES + ENTRY 464 z TOTAL qbqq F11-2 LOT 2:2 Z BLOCK 1 0 CA FDOH in St. Lucie CountIii, I Environmental Health Site Plan Approved for Construction upersedes All Previous Site Plans for 0STDS# -PkV#55 & well # Date: 10/1&/i V Revie4r: fA LOT 21 BLOCK I LOT :20 BLOCK *7 E REVISIONS I all 1§ — 18 SHEET NO. T00 N I Si A I ° s 4 2t4 24'-0" T-4" 14'-0° 13'-8" 10'-4" T-0" 11'-8" -P-0" 11'-4" 1'-4" 12" 5'-2" 5'-2" 4'-5' L-2 HB 25 s.h.Egress 6-11" L-2 25 L-2 2 L-8 L-8 s.h. s.h. -- -- ------------- --------- C° 57.5 1w Bdrm 2 0 �, 479 3080 French L-11 35 L-s 10'-0" Ceiling N 5 2680 s.h. 0 a 1 0 0 0 Porch 149-2" 13'-6" L_5 ° 10'-0" Cing. from FFE �a Cafe Master �drma 28so Pocket ' `r 8'-0" 2'-0" 3'_6" ®° - 2/12 Vault L 4 Ceiling 10'-0" Ceiling L7i Egress 113 =__- --- reader it 96" OD ;2080 Temp. SG® CID � L-2 o N " 3'-6° 4'-10" 5'-3" TI 13'-8" �, �;' 6080 zo ® 2 x 4 frame 3 6" 46" " ® HB `��0 ; ;Head;r i at 96 wall 40 1/2" tall ------------ EII ®it Great Rm. to ; dw I 6080 0 2/12 Vault M O d. " I O ��? 25 s.h. Ceiling Kitchen RanJ(,� Egress 9 a N r- 2/12 Vault Exh f s d L-2 _ ; Ceiling I� I 14°-2" 16'-10" M 2'L3" 3'-0" 2'-10" 2' - - MimioED 0 0 25 L-2 ZD ------------ --- ----- etc, Apex of Vault Cing. water 0 N i� 60" x 60" s.h. llnRef. Tub t N Bdrrn• 3 ® cn at 96 i n so 25 s.h. Temp i 10'-0" Ceiling — - — - — - —�� i i; 10'-0' L-2 Cing. i>d i r= - LO -. <V _ 42' tall walls Encbswe with Temp.t00 HB -0" 6"MOF16" 2'-1" - 3'-4" -2" e® 5'-10" 4'-0" 3-8" &1 T 25 s.h. Egress L-2 I r �, I d° 10'-0" vOD �ro .t.r. Cling. ant g °' i IC1001 a.h. unit on platform h o is Xe€�0o M8 L-10 F°®apingo wv � I G/12 Vault ------ o a I-x 8• a' "- Ceiling 2/12 ®fault I H ade�2 R11 Batt insul. 2880 in Adj. Walls O Ballard EWWd Ceiling 8°-4" 9'-1(r 19-2"LQ °i • CD ' Fcoo ec N � Load Brng1 o . I Walls, Typ. L----------- J L_6 7L-10 ° 35 L-3 p 22" x 54" Attic o s.h. Access with E Entry00 3080 Ladder c i L_6 ® F � I i 10'-059 Cing. 'Shop Garage from FFE g, v 10'-0" Cing, 10'-0" Cng. o------------- ----- ----- _-- _-- --------------------- o from FFE from FFE o L_g ao H a r i � � ,• 16080 Overhead [a O O D O oo - ----------------------= --- O O O 25 L 2 C] s.h. 1'-4" 5'-8" 41, 1'-9" 1'-4" 6'-7" 5'-2" T-0° 19'-2" T-6' 26'-2" 5°-8" 5'-8" 16' 0" 2'-8" 0 " 30"1 T-4" City: Ft. Pierce County: Lucie Florida Scope of Work New one level CBS l' residence Design Loads Roof Live L• . d30.0 p. •.r Live La. d Wind Speed: 160 MPH WindI Building t- s ry: 11 WindExposure: B Internal Pressure •- 18 Structure Designed: Enclosed Soil bearing . 1. ci 000 p Building Data Occupancy Type:o,• Construction Number of Stories: One Build g Code 51 1; l • iia i si it V .ill IZ1 '.Ill• w CO 00 (3) cc W O LI Climatic & Geographic Design Criteria L. z 6 U 2 Weathering. Negligible Termite Area, Very Heavy — 0 ILD C: W a- W W °- eg Flame Spread Index & Smoke Developed Index •� oLID Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed index: Not to exceed 450 Wall Finishes: Not greater than 200 Ica i- Ceiling Finishes: Not greater than 200 Z Safe Load TaUa 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 on+/. 5. All safe loads in units of pounds per linier toot. 6. All safe loads are based tyI simply supported span. 7. Safe load ratings based rnrational design analysis per ACI 318 and ACI 530. repa'aWP " `t VI > a BF16-1/ uT Warted 5/8 ...bara9 "r ante °anv how IMISOM=� Cast Crete Lintel Schedule Area Tabulation Garage/Shop: 717 l s (. Porch 219 s. (. Entry 265 s. f . 1 Ishii Area: 3,839 s i 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 lace 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 ASTIVI 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 All fiebar 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 1T-4" 1849 218 1754 91 8F28 - 113AT L-2 4'-60 8672 1132 4292 913 SF24 - 1B/1T L-3 6-10" 6036 956 3295 654 8F24 - 18/1T L-4 13'-8" 1697 1150 1434 713 8F24 -113/2T L-5 4'-c 8060 1077 4409 907 8RF22 - 1BAT L-6 W-8• 7917 757 $935 450 8RF26 - 18/1T L-7 T-6" 5743 955 2442 554 8RF22 - VAT L-8 12'-8• m76 242 606 162 8F16 - 113AT L-9 13'-r 1075 246 606 187 8F16 - 1B/1T L-10 W-4' 1843 229 1133 95 81 - iBAT L-11 4.g• 8060 150 3277 260 8RF22 - 1BAT Mim Beam depths shows beams may be increased without comment At Lintels larger than 247,prcvide, (1) #4 vertical rebar at 240oa along length ofiinlel FDOH in St. Lucie Courtly ,Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS # - -P' 15 I 6, ell 0 Date lip'rl 2 ld Rf W W 0 � J (n W 'A+� cc: •ice c t` r � I (D co W cri I-.F- L 't — CO CM _ C ® 0 0 04 CaQ cl)r 00 Cr- ~ o ILL �i W U J Z W W �yy cc W LLf CO CL F- U-. C ° U drawn S.I. checked u Gate 9/2m scale as rated Id> rwmber sheet w 2 M ]1,_n" 21'-4" 13'-8" 10'-4" 25'-8" m ccao m m ao as 0-19 1N a M "h a) ra n a0 a• O N M ('J J2 J2 J4 c i� I m �n J4 J6 J6 E3G - Tr E2 -- a J6 EiG JB I� o J8 N J8 r JB o I JB JB uD JB L. 2' 2' 2' 2' T'—f0 2' 2' 6'-10" JS JB J6 J8 J4 V2 J8 J2 V4 JS 666G J66 °ems J8 Ve I J66 J6 5'-4" _ V4� J66 _ 1111 : u i n it fi a _ , 'I ii , —sag--. M --- 1 ,--:..:-i , FILL COPY APPROVED TRUSS ANCHOR BY BUILDER 2X4 MINIMUM TOP AND BOTTOM CHORDS SQUARE CUT OVERHANG 4-1/16" HEEL HEIGHT 10'- n„ TYPICAL TRUSS END DETAIL (rits) ALL WALLS SHOWN ON THIS LAYOUT ARE TO BE LOAD BEARING 10'-0" TRUSS BEARING HEIGHT SCHEDULE ALL CEILINGS ARE FLAT AT BEARING HEIGHT HANGERS TO BE USED (Simpson) or (Usp) QA HUS26 (3)HUS26 © HGUS26-2 © TIIDH26-2 _ Q_HGUS26.-3 QE THDH,26-3... QH HHUS46 QH THD46 ® CONNECTION BY BUILDER NOTE: YOUR SIGNATURE WILL ACKNOWLEDGE: 1) AUTHORIZATION FOR FABRICATION, 2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS, AND TRUSSES. TRUSSES WILL BE MADE IN STRICT ACCORDANCE WITH THIS PLACEMENT PLAN. 3) RECEIPT AND USE OF "BCSI—Bt Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI). 4) NO BACK CHARGES OR CRANE CHARGES OF ANY KIND WILL BE ACCEPTED UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY TRUSS PLANT MNO,4T. SIGNED TITLE DATE All spacing is 24" O.C., except as noted. All walls shown are bearing, except as noted. All valleys calculated with sheathing under. Number of girder plies to be determined by engineering. DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFBCE. Labeling trusses is a service, not a requirement. Engineered drawings supercede labeling of trusses. It is the responsibility if the builder to utilize engineered drawings when erecting trusses WARNING ERECTION BRACING IS NOT THE RESPONSIDIITY OF TRUSS DESR;Rm PLATE MANUrACTUM, NOR TRUSS FPBRiCATOR PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WTRCN IS ALWAYS REQUIRED TD PREVENT TOPPLING AND DOMNONG DURING ERECTION; AND PERMANENT BRACING *001 MAY BE REQUIRED IN SPECIKC APPICATIONS SEE 'BCSI—BT Samnory Sleet COMMENTARY and RECOMMENDATIONS for HANDING, INSTATING & PLACING META. PLATE CONNECTED WOOD TRUSSES" (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED M A STRAIGHT AND PLUMB POSITION WERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY SHALL BE BRACED AS SPECKED ON THE TRUSS DESIGN. TRUSSES SHALL EE HANDLED TWIN REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE W TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS. E. FTRUSS COMPANY PALL SUPPLY ALL TRUSS TO TRUSS HARDWARE O CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO HANGER IS SUPPLIED. CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS. MWFRS(low-rise)/M4nd ASCE 7-10 Exposure Category : B Bldg Category : 2 Wind Design Velocity: M MPH hnp. Factor : 1.00 Wind Load Duration Factor : 1.60 Mean Roof Helght : 16=0• Brim M eleaNy Shull D'g f16051 2590 H filings I6itIway fart Piece, fl 34951 (772) 464-4160 N OTE N — Trusses shown Cry this layout are a component part of the building S / and show trUsB location. Proper erection, temporary and permanent braoih9 design are the responsibility of the building r�.p�Tp� designer or his @hgineer .Lateral bracing shown on the Individual �� lRLM (77 �) 464-4160 �. trues drawings Faust be placed during the erection procedure. r . = CO ANIFS, ANC. JOB N I: 463 2590 N. Kings Hghwvy Fort Pierce, FL 34951 ,o �� LOT: BLK: SHARON WALCOTT' ADDRESS: Fort Pierce FL _ Walcott Residence ---. SUBDIvISION; - — _ 3/16"=1'—Q" 07.26 17 IMF 1 4 IS 3