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— — — — — — — — — — ZV PROPOSED FLOOR PLAN- DIMENSIONED SCALE: 1/4"= P-0" PROJECT DESCRIPTION A 1 STORYADDITION TOAN EXISTING SF RESIDENCE. ADDITION CONSISTS OF A PRE-ENGINEERED WOOD BUILDING. ZONING INFORMATION: parcel id:3421-703-0132-000-4 RS 4 flood zone X UTILITY INFORMATION: gas: n/a sewage: septic potable water: well AREA CALCULATIONS, conditioned living area 2,088:sf garage 348'sf covered rear porch 191'sf covered front porch 239 sf total building area 2,866 sf conditioned volume 13,920 cf L C 0 C 7 Cu o a o U dUcn 0 to 06 CU°o>o J a) 4) t, C p CL N = GQ t»�idd O uJ a N LL C� a� 65 cn d1 a� a Dim �! E h _ U Eel Ii Y v 1 O W U CL Cu sa'r25 m m a> u7 E + m cr-V oC. C (D Y CN + IJ J 0 m t�C Il (L UI U w 0 U LL U w y N 0 ,o 0 0 w 0 Z ZW O o N w f— 00 w 0 m M w Q J J LL Z Q) U a I— v Z Z L o m LI Z 0 w o J O 0 0 ''^^ V) 0 a J_ L w a Q r w w LL LLI J r— o o Z N Z w W w Z Z Z Z Z QZQ J a UJ Z C7 W w 0 Q6Q W O_ JJ Q F Z cW cG G O U W H 4 O floor plan 1 /16/20 S EE T x � I i FiP LEGAL DESCRPTION i.5s s FIR ----- ---- m q"� Parcel 1: - - - - - - - - - - - - -- - - - - - - - --®- -- FIR The North67.42 feet of the South 622.42feet of the East 210 feet of the West 1/Z of the I Parcel# 242124200040001 Southeast 1/4 of the NW 1/4 of Section 21, Township 35 South, Range 40 East of the Public Records of St. Lucie County, Florida. Parcel Identification Number. 2421-243-0001-000/3 and +h�r� 1 03� a{aj�l � 31i is' ;�i1,3��,�" - _.._..__ __. _ __-__ _--- Parcel 2: Edge of ement � POfIC@ �e Leon PradO The North 70 feet of the South 140 feet of the North 622.5 feet of the South 1037.5 feet of h / / : the East 2]0 feet of the West 1 2 of the Southeast 1 4 of the Northwest 1/4 of Section 21, o Parcel IIdentificat on Number. 40 2421 t 243of the 0001 Public Records of St. Lucie County, Florida. PP Pp and y in Parcel 3: fiP FP From the Southwest corner of the North Half of the Southeast Quarter of the Southeast Quarter 0.45'W 0.34'N I FIP FIPC of the Northwest Quarter of Section 21, Township 35 South, Range 40 East, St. Lucie County, 0.41'W 0.33'N I rip Florida run North 190 feet to the Point of Beginning; thence run East 344 feet; thence run North o ( 0.69'W 1.88E j 1.32.97 feet; thence run West 352.39 feet more or less to the Northwest corner of the North' Half 1 I I run South I I 133.58 feet more or less to the Point of Beginning. FIR pp m I of the Southeast Quarter of the Southeast Quarter of the Northwest Quarter, thence ao E I I Parcel identification Number 2421-244-0002-000 3 I U C Parcel/ 242124100100003 I Parcel/ 242124100110000 I I------------ --- -- ----------- i I € Parcel/ 242124100120007 I i v � io I I Parce1,2421241D0130004 I - tRP I N77°59'00"W 352.39' (M &Deed) F1P Parcel242124100140001 6I ' Wood Fence I I '�N O00 (aso i 6' Wood ce _ a s 6' Wood Fen I Parceif 242124200040001 O N i x 5.02F' Hbgwire Fence } c _ x 4.88 1.2' IRC - 0 0 S As monumentedR .c r-----_____________________r_____ __._ 15' Building Setback Line 'S S C I c: _______ 2-PP - - �S78°29'S6"E _________��, ------ ; - 4s.2'----------- _r______- _ ___ - - -_-__ _--___ 0.s' x S78°29'S6"E 210.15' so, - 4' Chain Link Fence.G -- - 5.i5 I I -_-__- __ ^ 59. T uKr % 5.05 h i° __ o 15' Building Setbock Line I N I I I ri M¢ ____ o _________._-___�___.�.,_a� ___.�____ �_�_ The North 67.42' of sou h I I _ ( i p � I -""_"_-'-__- ________'___________ �a the E of the South I- the .a Future Gara e I I I I I the East 210' of the West } of I i i 4 /Work Shop ad I � the SE } of the NW} of Section 21 T35S R40E ~1� ....J t_.....5.a' I a°'i.... eo M I I i F- ro I M O o I I Av, llable .Septic Area 40.0 ._._...�.-r+r- 3 13 0 Square Feet o- I`° r:. I `ySk 3. e " "9+ i�'r / to I r o ! I �,Proposed.l 4.`...__. PARCEL one story co __.:.._. .� .d• Addition Rock rkil. 1 o.$- i i-:., ,„...._:..�,._.. Finis rt n `� -r---= ----,dal?-,��..-�-: - ...--�--_ °,. - _ ..o,.------ n 1 i;�r• ;?:,, ' . I ' N o _�,.. i,.. _ ,.. } S,IQ ...... <"f'Vat t0 be ,�j i,,I (J t L� N ' 1 % t5.0' "'� f - ^ l � I L -�.t00 determ/ned , � T � PARCEL 3 2.. ,��:a, � Ip T 1 �- "'? � w �.. _..;.� . _ ` 100 I % 4.9 ! " Well t 0 M i i52 t I i I ( o I ? " i�� III�I" a "', �T�e ! `� 4.98 � � - I h I 4.� N 4.94..--- --- -��-_ 145.9 ---------- -- - __�___-_.��� N¢ Generator I o c ; - - -�'t 90.4'�-_-�___-_ ro� ; 2 d x - co i �o I t 69`" r I I I Z --- - ---- --- 4.7' i ^ Q _ __-I�e-I -_ I __ --- __v__- x ( c « Ltd n I ___-_ys_ w_-______-_-_ x 4.29 % 3,gt I 2711 S. 19th St. .I o o a Set w One Story Residence N m r a t. �. w .78 is " Finish® i________-_--__-_-_- -__-� �. i 25° Building Setback Line o ow 4 d floor EL 7.os 7> I ! Point of Beginning Parcel 3 N o.rx CAC '® I u JI t� 9: 1.6' 2-PP c to w. n PARCEL 1 40.1 ` I a l i i "-•a ° W'n 5,55 I a°'I i I` �. FIR 1 o _ ___ x4.55- ------ -°i`1-WNt�-`____________________ _ __ ___ a`3oi ( I 0.15•W x4.95 -- ---- -- ---- W 1 25 J M_ ! � FIP P Fence I I o .+ N 25' BuildingSetback Line 6' Wood Fence _ 4' Chain Link Fence U Y 1 - j- :2 2 ^ �m n wM v ^ t 1 4'- ^ Parcel/ 2421241oot00003 � 0.991S S78°05'13"E 350.79'(M) i sIRC oM x 5.39 i �,: °T, -. N I Parcel, 242124 i 00100003 344• (Deed) Parcel/ i m-N I fE * �- o ' ( I 242124400040007 I Parcels 242724400050004 ¢ p I I + 9 i FIR 3 6' PVC Fence o I x 5 4' Metal Fence s I I ^• SIRC h Gate o i 0 0.8' i m FiR o I i i o I ry W W h Parcel# 242124300030007 S78°29'56"E 210.00' ""tl r"", ,d, l I N a y o v I'I 0.42S t I .31'W TJi I "¢ o ,� e p SURVEYOR'S REPORT I 1 1 This Survey shall not be valid unless sealfd with an embossed Surveyor's Seal 3 W 2 No underground improvements have been located as part of this Survey. j a "' o o "'° ,3 ,";#,�,I� ,��',13 �'?� ' I 3 The last field date of this Survey was: 1 12.19. I o w. ^ F 8�1n8° il'1"I I n A N o C a 4 This Survey was prepared using Deed Leg 1 Description and adjacent plats of record if available. I No other documents were provided and no Search of the public records was performed by this office. 1 1 I ! l { 5 This Survey was prepared in accordance With the standards for the practice of Surveying & Mapping as defined in 5J-17.050-052FAC. 6 By acceptance of this survey all parties agree that the signing surveyor's liability is limited to the FIPC j amount paid for said Survey. ry 0,00 I 7 Unless other wise noted all bearing and distances are in accordance with the record plat and have FEMA Flood Zone data shown here on is based on the r ' l been verified by field measurements. See map for bearing base. visual inspection of the digital flood Hazardous Maps i ,s'A" v 3 provided by the Federal Emergency Management Agency 13'" ,+ ,,, M .W I 8 Parcel/Lot line locations have been based on found survey control along the center and or right FEMA) and is limited to the accuracy of such maps. ,8, , u,,i , N in of way line of adjacent right of ways and found control along adjacent parcel limits. A portion ;of ( y P '" the Northerly limits also reflects an occupied line. This line appears to have been established by . : Flood Zone: X Community :720285 Panel0186 N suffix. J Date: 2.16.2012 " holding to the width as identified by that deed and based on existing survey control along its North z z I line. This line appears to be in conflict with the width identified in the Legal description for the,' FDOH in St. LucieiCoUnty subject properties of Parcel 2. Environmental Health i 9 LEFT BLANK. I 10 The Legal Description shown hereon was provided by the client and/or his/her representatives. Site Plan Approved for Cot?struotion LEGEND LEGEND I 11 No ownership of fence lines has been determined as part of this Survey. Supersedes All Previous Site Plans for I 12 Off set calls to found survey 'control are relative to the nearest property corner, intersection of IE concrete F(MF -Found 4 x4'Canerote Monument Covered Entry nnon Pipe - Found t• nPipe FIR PP I lines, point of curvatures (PC), point of reverse curvatures (PRC) or other identifiable point. OSTDS # 732 o4f Z°i & Well # aac concrete Pad with Mr Conditioning nPc - Found }' hart Pipe with cop 2 40E FIR 13 Compliance with local zoning requirements and or with requirements set forth by other State, Date: CB - Catch Basin RR - Found 15 hon Rod PREPARED FOR:06 CBS - Concrete Block Structure FIRc - Found 15 kart Rod with ca I Public, and/or Private entities has not been verified as part of this Survey. _ R2vi2 er. GCW - Corrugated d Medal PP0 Equipment SIRC - set 15 ban Rod with cap IBI735r For the sole. use by Monsueto D. Crowell o _ Civ cobra ry Box RPC - round 1/2- Iran Pipe with cap 10, Coronado Avenue 14 Elevations shown hereon are in accordance to the North American Vertical Datum of 1988 FFE - nnlehed Floor nevation FM - Found M Nat FMD. - found ag NmY with lHsk I L ..... •i' GV -'Water Cote Vain FN - Found Nag Pre aced B w Re Fna C. Karner, PSMS4363 - HM - Fire Hydrant FNR - Found Nag with Tin Tab p y' 9 1! I : oA -mead My Lim FM - Found PK tail Kamer Surveying, Inc. LBJ7357 i z PP - Power Pole FPKD - Found Pit W with Disk ^� SSMH - Sanitary Sewer Manhole ERRS - Found Rail Road Spike SW Comer of the A6 of the 10 _ Telephone, Communkwbons Box /Co. - in Pavement Cut Out uuk i SE } of the SE of the NW WM - Wota Meter Point of i 4 Section 21, Township 35 Commencement South, Range, 40 East KARNER SURVEYING, INC. sre are Residential & Commercial Land Surveying Sepr1ces .v 17 ( � °1B t r ra 2740 Sig Marlin Downs Bityd. 333, Palm City, F1,34990 ISX LL Phoney 772 288 7206 Fax: 772) 223 8181 III, III I Flr= LEGAL DESCRPTiON c a. 59 S m FIR m The North 67.42 feet of the South 622.42 feet of the East 210 feet of the West 112 of the ----- - FIR a Southeast 1/4 of the NW 7/4 of Section 21, Township 35 South, Range 40 East of the Public i Parcel# 242124200040001 o o Records of St. Lucie County, Florida. o and M The North 70 feet of the South"140 feet of the North 622.5 feet of the South 1037.5 feet of w the East 210 feet of the West 112 of the Southeast 114 of the Northwest 114 of Section 21, _I Township 35 South, Range 40 east of the Public Records of St. Lucie County, Florida. and --- - - - _- - - - - - - - - From the Southwest corner of the North Half of the Southeast Quarter of the Southeast Quarter s of the Northwest Quarter of Section 21, Township 35 South, Range 40 East, St. Lucie County, III Edge of P eraent Cl0 Ponce De Leon Pre Florida run North 190 feet to the Point of Beginning; thence run East 344 feet; thence run North R 132.97 feet; thence run West 352.39 feet more or less to the Northwest corner of the North Half o of the Southeast Quarter of the Southeast Quarter of the Northwest Quarter, thence tun South M 133.58 feet more or less to the Point of Beginning. I yr PP PIP Q FIP Firj ¢ 0.45'W FIPC 0.34'N i FlP In 0.41'W I 0.33'Ni 'E 0.69'W 1.88 I I -R PP 'I I I I { I � I I I' 1 � l N I v irl m Parcel# 242124100100003 I Parcel# 242124100110000 r a o �- --- --- -- 71.0' - - -- -- -_ _ 71.0' - - - --1- - _ -- _- Bench Mark Found Iron : I ' -_-------- Parcel# 242124100120007 Ro d n Concrete i W with �To p p I W c FIP El.5.19 i Parcel# 242124100130004 { Parcel# 242124100140E M ^ N77a59'00"W 352.39' (M & Deed) FlP I 6' Wood Fence I I CV Co Wood 'J ce c CA�� � 6' Wood Fen I Parcel# 242124200040001 °� N` i I I x 5,0' Hogwire Fence ------------------, -- --------- - ._� SIRC r ..._. o c I a0 x 4.86 1.2'- As monumented Z .c 11--�- O FIR U-14.0+- r�i------------------ 15' Building Setback Line o 2-PP; s C - IS78°29'56"E 210.09' , ------ --- ----- ---------- - I------------- S78a29'56'tE 210.15' o„, 4' Chain Link Fence t4 r 5.15 0.6' As occupied I _ P Pre gsed I 15' BuildingSetback I I I I I I Dn a 59.7' m e r------------------------=---- Line -- -- I I I W n z 5:05 I \ I a _ ---�--- -- --------------- -!-----ThalYadh 6? f2_sf Bvstth -- --I - - -----'--- I "-- 20.0' _I 622,5' of the South 1037,5'-of + t o I I ^ the East 2110' of thm West of ty° I I { Proposed Garage at El. 5.5 I f M v^ � EL5.3 a6 the SE S or he Nttt} of Section I I r I c I _i g21 rays R Ava is is Jel tic- rear _ R 1 . - i0E \ n -v. 350 qU e Fe t. xg { Drain flak Trench ° 5.0 L5.8 I I�ro q_ I M \ cone i i o N o f { W { system with 4 0 0 I" -� {1 y a t c� o I ( Bottom El. 4.86 i Sewer Stub -out i - o io + x 4.55 I W o 3 { Fnished Top Grade L _� Elevation to be placed I °p {I „. , , ^, � I lW, ,...» - '7n-ta s%m Wall with an r (( r t I Invert El. of 6.50 Roq (Parking E1.5.3 Conc �9 14,' ; 10:0_ _ - I P Iona i KI ; , m N m 1 _ __ _ 8 ^ 0 4. _ 10.0 M I 11 EL5.3 4.9 _ >,�''' j o <n'aN� `7.. i'y`���,, N _ " _ Generator 72 ✓ y e° Propoel One a w I � Story, Addition on 6.9 � I Stem :4Va11 at f Finishep Floor I I I Z - i - - --{--I ----96:5'--__--e----_-�_� 4.T Elevation 7.78 t m I I 37.7 ---�- ------------------ I 1 ( g Septic G, ------- 69.4• -- -t.------------------------- I. % P ;.., W x4.29__ "x3.81 , ----------------------- u I i Lid w One Story Residence NJ to ------ ---- --- -------------------- ,...j ,�. .g ... 2711 S. 19th:st. ;� 40.0 :25' Building Setback Line... -------------.- -----------------J O . 4.78 Finished Floor El. 7,09 w Q CAC iw Point of Be ginningParcel 3 2-PP I v I $ e 40.1' 5.65 1 �I t I, o x 4:5h�----- I--- - ------------- -------- I �.� FIR o 1a' - I 0.15'W - _------------9 ------------- W I O i ' -- ------ _ x 4.95 p c. U h I I, sa N : 25'. Building Setback tine I j r--__ { I fh �� An 04 6' Wood Fence t -------} --- ----210.4'_ - -- --I�-- -- 1' - I - N j--- °p U FIP P Fence 4 Chain Link Fence C ,. ' 0.9s s S78a05'13"E 350.79' M _ WM N 11 4 Parcel 242124100100003 ( ) I - m eh �.. I I ® �L ; I 344' Deed 242124400040007 Parcel# 24212440005G x 6,� I Parcel# 242124100100003 ) Parce/# 1 Z a a FIR 8 6 PVC Fence 0 ■ 5=� i 4' Metal Fence SIRC t Gate �o 0.6' I wr Parcel# 242f24300030007 a m 25.0' -- FIR o I S78 29 56 E 210.00 0 J, o.42's { >i ; i11 3II 31'W I t Goncr 3.7• i SET�'.Aui I I; SITE PLAN `NOTES: ! 1 { i 1,' Existing Elevations shown thusly - x0.00 � s"'" FRON ) 2.` Proposed Elevation are shown thusly I SURVEYORS REPORT ( slopes from added fill shall not exceed a slope: of 8:1 1 This Surveyshall not be valid unless sealed i with an embossed Surveyor's .Seal { `3. All sip P CtlS 61 I2 No underground improvements have been to ated as part of this Survey. I El. - Denotes Elevation jCE! 3 The last field date of this Survey was: 12.1�.19. € FFE -Denotes .Finished Floor Elevation 4 This Survey was prepared using Deed Legal Description and adjacent plats of record if available. { No other documents were provided and no sebrch of the public' records was performed by this TECH , office. I This Survey was prepared in accordance with the standards for the practice of Surveying & { 5 Th I Y P P Mapping as defined in 5J-17.050-052FAC. 6 By acceptance of this survey all parties agree that the signing surveyor's liability is limited to the FIPC amount paid for said Survey. Ci ro 7 Unless other wise noted all bearing and distances are in accordance with the record plat and have FEMA Flood Zone, data shown here on is based on the visual inspection of been verified by field measurements. See map for bearing base. the digital Flood Hazardous Maps provided by the Federal Emergency m - 8 ParcBIlLOt line locations have been based on found survey control along the center and or right Management Agency (FEMA) and is limited to the accuracy of such maps. w Flood Zone: X Community #: 120285 Panel #: 0186J and 187x Date: 2.19.2020 N M of way line of adjacent right of ways and found control along adjacent parcel limits. A portion of w the Northerly limits also reflects an occupied line. This line appears to have been established by " holding to the width as identified by that deed and based on existing survey control along its North 2 z line. This line appears to be in conflict with the width identified in the Legal description for the subject properties of Parcel 2. 9 LEFT BLANK. 10 The Legal Description shown hereon was provided by the client and/or his/her representatives. LEGEND 11 No ownership of fence lines has been determined as part of this Survey. LEGEND 12 Off set calls to found survey control are relative to the nearest property corner, intersection of FCM - Found 4'x4 Concrete Monument { c - concrete nP - Found I' han Pipe PP lines, point of curvatures PC , point of reverse curvatures PRC or other identifiable bbl other tState C - covered Entry FIR I l P : C1C - Concrete Pad with Air Conditioning FPC.- Found j' Iron Poo with Cap CB - catch Basin RR - Found 15 iron Trod 2.40E FIR 13 Compliance with local zoning requirements and or with requirements s y _ CBS - Concrete Bock Structure nRC -Found 15 Iron Rod with Ca PREPARED FOR: i `•' Public, and/or Private entities has not been verified as part of this Survey. CUP - Corrugated Metat P' SIRC - set 15 Iron Rod with cap W7357- For the sole use b Mansueta D. Crowell O (PE -concrete Pad with Pod Equipment FB'C - Found 112' Iran Pipe with Cap Y : I rn Coronado Avenue ,14 Elevations shown hereon are in accordance to the North American Vertical Datum of 1988 - =. CTV - Cable TV Box FM Found Mae Na7 FFE - Finished Floor Elevation FMD - Found kkg Nall with Disk { - p-_I� ron� FN - Farad Nail Prepared By: Regina C. Kanner, PSMJ4363 a M - Overhead Utkity tine F747T - Found Nag with Dn Tab PP - Power Pole FPK --Found PK Nail Surveying, # P KARNER SURVEYING, INS'. - �` .:- n _ ar , .:: y FPRo Found PK oil win ask Kanner Surve in Inc. LB 7357 { Z Pre ared For: ""` Jq2 o" aur�da r itl"ve SSMH - Sanitary Sewer Manhole FRRS - Found Rail Rood Spike SW Corner of the of the - TCB - Telephone CommuntcnNona Box /CO - In Pavement Cut Out - Residential & Commercial Land Surveying Services I SE 4 of the SE } of the NW ue- Utltybox Point of I # Section 21, Township 35 Marisueta D. Crowell 2740 SW Martin Downs Blvd.#333, Palm City F1.94990 WM -Water Motor Commen ement South, Range 40 East`" Florid Phone: 772 288 7206 Fax: 772 223 8181 St. Lucie Count a lwas as x x=ter I - MORTON BUILDINGS GENERAL SPECIFICATIONS LAMINATED COLUMNS - NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S COLUMNS NAILED 8" O.C. STAGGERED ON EACH SIDE WITH 4" NAILS. MFS PRE -CAST CONCRETE COLUMN - MORTON BUILDINGS FOUNDATION SYSTEM IS A PRE-ENGINEERED, 10,000 PSI, STEEL REINFORCED COLUMN FOR BELOW GROUND INSTALLATION. DESIGNED TO BE MECHANICALLY FASTENED TO ABOVE GROUND NAIL LAMINATED COLUMNS. THE SYSTEM IS'DESIGNED TO RESIST BOTH AXIAL AND BENDING FORCES. FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'-a'BELOW GRADE (SEE PLANS FOR DIAMETER AND DEPTH). MFS PRE -CAST CONCRETE COLUMNS ARE PLACED IN THE HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED THICKNESS (SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN). THE COLUMN IS THEN BACKFILLED WITH SOIL AND COMPACTED AT 8" INTERVALS OR BACKFILLED WITH CONCRETE (SEE PLANS). ANCHORED ON CONCRETE - COLUMNS ARE ATTACHED TO CONCRETE BY USE OF'A," H.R. STEEL COLUMN SOCKETS. EACH SOCKET IS FASTENED TO THE CONCRETE BY TWO'/2" DIA. x I U' PLATED ANCHOR BOLTS AND COLUMN IS FASTENED TO SOCKET BY (4) 1/2"x6" M. BOLTS & (8)1/4"x2 1/2" POWER LAG WASHER HEAD YELLOW ZINC SCREWS. TREATED LUMBER - PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO. 1 OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED OR S4S. PRESSURE TREATMENT TO GROUND CONTACT RETENTION WITH PRESERVATIVE TREATMENT COMPLYING WITH USE CATEGORY UC48 (AWPA OR ICC-ES) AND IN COMPLIANCE WITH USEPA GUIDELINES AND STANDARDS. FRAMING LUMBER - SIDING NAILERS ARE 2x4 54S OR 2x6 SPF NO. 2 OR BETTER SPACED APPROXIMATELY 361, O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2x4 S4S NO. 2 OR BETTER ON EDGE SPACED APPROXIMATELY 24" O.C. ALL OTHER FRAMING LUMBER IS NO.2 OR BETTER. ROOF TRUSSES - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZEDII STEEL TRUSS PLATES AS REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN -PLANT QUALITY CONTROL INSPECTION IS CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. SIDING PANELS & ROOFING (FLUOROFLEX 1000 TM) 0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL WITH AN ADDITIONAL BAKED -ON 70% PVDF FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS ON EXTERIOR. TRIM - DIE -FORMED TRIM OF 0.017" MIN.; G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AS ROOFING C R SIDING PANELS. GUTTERS - 5" K-STYLE, NI I030 HIGH TENSILE ALUMINUM GUTTER, 70% PVDF FIH TO MATCH TRIM, ON BOTH SIDES OF THE BUILDING. 2x4W F 1 F 1 02/ 12 FLORIDA PRODUCT APPROVAL NUMBERS PRODUCT FL# MBI HI -RIB WALL PANEL 25829.2 MBI HI -RIB ROOF PANEL 25577.2 ENTRY DOOR TBD WINDOW 26603 OVERHEAD DOOR TBD SHEET INDEX SHEET# DESCRIPTIQN GI OF GI SPECIFICATIONS & SHEET INDEX SFl .1 OF SFl FOUNDATION PLAN SF2.1 OF SF2 FOUNDATION PLAN AS1.1'0F ASI ANCHOR SOCKET PLAN S1.1 OF S8 COLUMN PLAN S2.1 OF S8 TRUSS/BRACING PLAN & DETAILS S3 OF S8 TRUSS &PORCH FRAME DRAWINGS, PURLIN LAYOUTS S4.1 OF S8 ELEVATIONS S5 OF S8 SECTIONS A,B & DETAILS S6.1 OF S8 SECTIONS C,D,E & DETAILS S7.1 OF S8 SECTIONS F;G & FASTENING SCHEDULE S8 OF S8 PORCH CONNECTION DETAILS BUILDING DESIGN CRITERIA BUILDING CODE 2017 FLORIDA BUILDING CODE USE GROUP R-3 CONSTRUCTION TYPE VB PROPOSED ADDITION BUILDING AREA 2436 SQ FT RISK CATEGORY 11 MINIMUM LIVE ROOF LOAD DESIGN SEE NOTE #3 WIND SPEED (Vult) 160 MPH WIND SPEED (Vpsd) 124 MPH EXPOSURE CATEGORY B INTERNAL PRESSURE COEFFICIENT ±0.18 BUILDING DESIGN CONDITION ENCLOSED WIND LOAD DESIGN ASCE 7 (ENVELOPE METHOD) MAIN WINDFORCE RESISTING SYSTEM (ALL FORCES ACT NORMAL TO THE SURFACE) (FOR ZONES SEE MWFRS ON ELEVATIONS PAGE) (VALUES SHOWN =0.6-W) CASE 1 = (-) INTERNAL PRESSURE COEFFICIENT CASE 2 = (+) INTERNAL PRESSURE COEFFICIENT CASE 1 CASE 2 ZONE 1 E 22.48 PSF 14.05 PSF ZONE 2E -20.84 PSF 29.27 PSF ZONE 3E -11.55 PSF -19.98 PSF ZONE 4E -10.26 PSF -18.69 PSF ZONE 5E 18.50 PSF 10.07 PSF ZONE6E -5.85 PSF -14.28 PSF ZONE 1 16.31 PSF 7.88 PSF ZONE 2 -1 1.94 PSF -20.37 PSF ZONE 3 -6.76 PSF -15.19 PSF ZONE 4 -5.51 PSF 13.94 PSF ZONE 5 13.58 PSF 5.15 PSF ZONE 6 -2.58 PSF -11,01 PSF COMPONENT & CLADDING WIND LOADS (ALL FORCES ACT NORMAL TO THE SURFACE) (FOR ZONES SEE ELEVATIONS) (VALUES SHOWN = 0.6 - W) (ASSUMED EFFECTIVE WIND AREA = 10 SQ. FT.) ZONE 1 15.92 PSF, -25.29 PSF ZONE 2 15.92 PSF, -44.02 PSF ZONE 3 15.92 PSF; -65.10 PSF ZONE 4 _ 27.63 PSF, -29.97 PSF ZONE 5 27.63 PSF;; 37.00 PSF CURRENT LUMBER SPECIFICATIONS (06-01-2013) SIZE DESCRIPTION BENDING VALUE Fb 2x4 NO. 2 SPF 1313 PSI 2x4 NO. 1 SYP 1500 PSI 2x4 - 2100f MSR SPF 2100 PSI 2x6 - NO. 2 SPF - 1 138 PSI 2x6 NO. 1 SYP 1350 PSI 2x6 2100fMSR SPF 2100 PSI 2X6 2400 MSR SYP 2400 PSI 2x8 NO. 1 SYP 1250 PSI 2x8 2400 MSR SYP 2400 PSI 2x10 NO. 1 SYP 1050 PSI 2XI0 2400 MSR SYP 2400 PSI 2x12 NO: 1 SYP 1000 PSI 2x12 2250f MSR SYP 2250 PSI 1 1/2kl6' LAMINATED VENEER LUMBER 2800 PSI 3 1 /7 X I S' GLU-LAM 1650 PSI 51/47x161/7' GLU-LAM 2400 PSI 51/47xI 1/2" 1 GLU-LAM 2400 PSI DESIGN AND EXPLANATORY NOTES 1.) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART OF THESE DRAWINGS. 2.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. 3.) MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINTENANCE, REPAIR, AND OTHER TEMPORARY LOADS PER SECTION 1607.12.2 a.) ROOF PURLINS AND OTHER SECONDARY STRUCTURAL MEMBERS = 20 PSF b.) ROOF TRUSSES, HEADERS, COLUMNS AND OTHER PRIMARY STRUCTURAL MEMBER = 18 PSF c.) FOOTINGS = 12 PSF (DESIGNED FOR ROOF SNOW LOAD AND OTHER NON -TEMPORARY LOADS W/ APPROVAL FROM BUILDING OFFICIAL). 4.) NO ONE MAY ALTER ANY ENGINEERING ITEM UNLESS ACTING UNDER THE DIRECTION OF THE LICENSED /REGISTERED ENGINEER. 5.)♦ THE PRECEDING SYMBOL IDENTIFIES rrEMS THROUGHOUT THE PLANS THAT ARE NOT PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNER'S RESPONSIBILITY. 'nUZ 6 REVIEWED FOR CODE COMPLIANCE _ST. LU!CIE COUNTY . IBOCrC `� 3 �0 FILE COPY REVISION SCHEDULE (3/16/2020) SHEET # REVISION MADE - SFI.I OF S2 CORRIDOR LENGTH CHANGED FROM 4'-0'TO 5-0" SF2:1 OF SF2 CORRIDOR LENGTH CHANGED FROM 4'-0" TO 5'-0" RAISED FLOOR HEIGHT. ADDED 2 STEPS. ASI.1 OF AS1 CORRIDOR LENGTH CHANGED FROM 4'-a'TO 54Y' S1.1 OF S8 CORRIDOR LENGTH CHANGED FROM 4' 0" TO 5'-0" S2.1 OF S8 COOPIDOR LENGTH CHANGED FROM 4'-0" TO 5'-0" S4.1 OF S8 CORRIDOR LENGTH CHANGED FROM 4'-U' TO 54' S6.1OF S8 DETAI6 #1 - CORRIDOR LENGTH CHANGED FROM 4'-0" TO 5-0" S7.1 OF S8 SECTION G - CORRIDOR LENGTH CHANGED FROM 4'-a'TO 5-9 OFF ICE. - PORT CHARLOTTE, FL JOB NO. 161-094476 _ U Q Iry DRAWN BY.• ALS DATE: 12/17/2019 CHECKED BY. V.D. DATE., 1 /8/2020 REVISED DATE.• 3/16/2020 REVISED DATE: - REVISED DATE.. - EVISED DATE - `0mm x Digitally signed by Craig E Gunderson Date: 2020.03.17 I SCALE: AS NOTED SHEET NO. G1 OF G1 DESIGN AND EXPLANATORY NOTES 1.) FOOTINGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. LOCAL CONDITIONS MAY REQUIRE MODIFICATIONS. 2.) CONCRETE FLOOR NOTES: a. 3500 PSI, 5 1/2 BAG MIX CONCRETE'' b. SLOPE GRADE AWAY FROM BUILDING Q 1 " PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS OVERHANG WIDTH c. PLACE A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER OVER A COMPACTED GRANULAR BASE AND DIRECTLY BELOW THE CONCRETE FLOOR d. CONTRACTION JOINTS UNIFORMLY SPACED 12' O.C. OR LESS 3.) CONCRETE FOUNDATION NOTES: a. CONCRETE& REINFORCING BAR SPECIFICATIONS: - 3500 PSI, 5 1 /2 BAG MIX - GRADE 60, DEFORMED REINFORCING BARS b. VERTICAL REINFORCING: - HOOK VERTICAL REINFORCING 8" MINIMUM IN FOOTING -SPLICE LENGTH SHALL BE 12" MINIMUM ® - COVER SHALL BE 2 1 /2" MINIMUM c. HORIZONTAL REINFORCING: O - HORIZONTAL REINFORCING SHALL BE CONTINUOUS OR PROPERLY SPLICE AROUND ALL CORNERS - SPLICE LENGTH SHALL BE 12" MINIMUM - COVER SHALL BE 3" MINIMUM ' 4 SF2 f SF2 4.) NOTCH WALL DOUBLE THE THICKNESS OF THE INTERIOR FLOOR PLUS THE HEIGHT OF THE WALL ABOVE THE FLOOR (IF APPLICABLE). NOTCH WALL 8" DEEP AT DOOR 40�-011 r --- ---- - ---- -- - --- --- --- --- --- -- 11 OPENING. ,... F - - - -------------- - --- --"------- -- - ,-..,� ,�__ - 40 -0 �o r I I REVIEWED FOR I I CODE COMPLIANCE I ST. LUCIE COUNTY BOCC 1 I I J O FI LE r f A. I. SF2 SF2 3/16/20 IL---------- -------------------- 0------------------------ ----------------------------- ----------------------- _-0'-a' h SF2 STI B L ING �j/ 60'-0" o C) FOUNDATION PLAN E OFFICE. PORT CHAR1LrOTTE, FL JOB NO. 161-094976 DRAWN BY ALS DATE: 12/17/2019 CHECKED BY. V D. DATE: 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE: REVISED DATE.' f EVISED DATE.• Digitally E: signed by Crai E W 6=2 9 N s P 0 �a�� �" ` Gunderso I '�fC 'c<OR19P 5 V�Y� 's p�Date: Rk,Yn MbM W W.♦�atl Y9el 2b20.03.1 1 14:231:48 W I1 2' 8' SCALE: AS NO r SCALE: 1' d' 16' SHEET N. SFIJOF �F OFFICE: PORT CHARLOTTE, FL FOUNDATION PLAN DIMENSION 4 1/4'I (2) 1/2"x10" PLATED ANCHOR BOLTS 4" CONCRETE FLOOR♦ 4" MINIMUM COMPACTED GRANULAR BASE 2 24MIN. ORj IN SITU GRANULAR SOIL _1-6 - 3'-0" FINISH GRADE COMPACTED FILL♦ 8" CONCRETE FOUNDATION WALL 2 1/2„ MIN. HORIZONTAL REINF. 244 REBARS, ♦`` 8„ • TAT 6" FROM TOP, 1 AT 6" FROM BOTTO & SO NO BARS. ARE MORE THAN 2' AP 3 MIN. VERTICAL REINF. #4 REBARS+•"" 16" SET IN FTG. NOT TO EXCEED 2' O.C. TYPICAL FOOTING w/244 REBARS UNLESS SPECIFIED OTHERWISE FOUNDATION SECTION A SCALE: 1/2" = 1'-0° 3/16/"10 OVERHEAD DOOR 2x6 TRACK BLOCK 1 /4" PER FOOT SLOPE 4" CONCRETE FLOOR 1" 1/T LIP f d °ll — _/ a n SEE NOTE #5 ON SFI 0 4" MINIMUM COMPACTED 1 1/2 a GRANULAR BASE 16" OR IN SITU GRANULAR SOIL a REVIEWED FOR CODP COMPLIANCE OVERHEAD DOOR CONCRETE APPROACH SECTION g LUCIE COUNTY --- SCALE: 1" = 1'-0" BOCC yr ItAw LGRANULAR "NCRETE FLOOR♦ 4 1 /4" 4 1 /4 MUM COMPACTED 1 BASE / ITU GRANULAR SOIL 2.. 24' MIN. 24" MIN 2" • I I� I I > III- _ 8" CONCRETE -0 3'„ 1= I K II ..1�1 ( IL.. TE I I I .I I i. FOUNDATION WALL 8" CONCRETE ♦ J FOUNDATION WALL (REF. SECTION A) EXISTING „ FOUNDATION • 16" 1 FOUNDATION SECTIO C FOUNDATION SECTION D SCALE: 1 /2" = 1'-0" SCALE: SLOPE GRADE AWAY FROM - APPROACH A MINIMUM OF 1 /4" PER FOOT SLOPE FOR A MINIMUM DISTANCE OF 5'-0" 2x3 JAMB COLUMN n FOUNDATION PLAN DIMENSION 4 1/4" (2) 1/2k10" PLATED ANCHOR BOLTS 14" CONCRETE FLOOR* 4" MINIMUM COMPACTED i GRANULAR BASE OR IN SITU GRANULAR SOIL 6" MAX; ° FINISH 3-0GRADEI COMPACTED FILL♦ \��__ 8" CONCRETE FOUNDATION WALL.♦ 2 1 /2" MIN. HORIZONTAL REINF. 244 REBARS, 1 AT 6" FROM TOP, I AT 6" FROM BOTTOM 8 • & SO NO BARS ARE MORE THAN 2' APART 3" MIN. VERTICAL REINF. #4 REBARS♦ 16" SET IN FTG. NOT TO EXCEED 2' O.C. TYPICAL FOOTING w/2-#4 REBARS UNLESS SPECIFIED OTHERWISE FOUNDATION SECTION E SCALE: 1 /2" = F-0 r> JOB NO. 161- 94476 I DRAWN BY: ALS DATE: 12/17/2019 CHECKED BY., V.D. DATE: 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE.- -- REVISED DATE -- EVISED DATE: -- 04'00' SCALE. AS NOTED SHEET NO. SF2.1 of SF2 I r (04 ZV V N 04 _ 0 v 0 v 1 AA r r V N N '+ J o w 9'-10" i 7-6" a T-6^ � 7-6"r> �,_6„ 7,_6„ 7-4 1 /2'' 39 1- 11 31'-10 1/2" 23'-10 1 /2" c a 15'-10 1 /2" c a 7-10 1/2" A s cs SIDEWALL COLUMN LOCATION 7-4 DIMENSIONS 0 0 ANCHOR SCHEDULE COLUMN SOCKET SCHEDULE KEY ANCHOR DESCRIPTION ANCHOR EMBEDMENT- SOCKET DESCRIPTION —72M-ff7rERMMiA MBI ITEM # QTY AQ (2) 1/2" DIAMETER x 10" PLATED ®" it: SOCKET (12" TAU— SOCKET WITH (2) 2 1/2" SQUARE 20603200001 20 ANCHOR ROD. HOLES HIT-1 / 200 ADHESIVE & WITHHILIl 1/2" 4 1 /4 HAS ROD & 8" 73M JAMB/CORNER SOCKET (12" Q DIAMETER x 10" PLATED ANCHOR FOR 10' PLATED TALL SOCKET WITH (1) 2 1/2'SQUARE 20603300001 i l ANCHOR ROD HOLE-& (1) 5/8" DIAMETER HOLE) I I I I 1'-1 3/4" I I V-6 1/4" /2 7-6' 7-6' 7_6" 7=6" 7-6" T-6" -8 1/2" N v q p 'T N N K 7. h bo ON V' ... ) ANCHOR SOCKET PLAN ■ REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FILE COPY In S OFFICE• PORT CHARLOTTE, FL JOB NO. 161-094476 U V) Z) U F- LU Z) Z El DRAWN BY.• ALS DATE: 12/17/2019 CHECKED BY.' V.D. DATE, 1 /8/2020 i REVISED DA TE., 3/16/2020 REVISED DATE. REVISED DATE.• --_ �' --� EVISED DATE.• ---- W!�.«... r ��r 2' 8' SCALE AS N SCALE: 7' 4' 16' SHEET (ASI.1OF 'Sl OFFICE' DESIGN AND EXPLANATORY NOTES P°RTCHARLOTTE F� JOB NO. 1.) THE PRIVATE GARAGE SHALL BE SEPARATED FROM THE DWELLING AND ITS 161-094476 ATTIC AREA BY MEANS OF 1/2" GYPSUM BOARD APPLIED TO THE GARAGE SIDE. DOORS BETWEEN THE GARAGE AND THE DWELLING SHALL BE EQUIPPED or WITH EITHER SOLID WOOD NOT LESS THAN 1 3/8" THICK, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8" THICK 0- OR 20 MINUTE FIRE RATED DOORS, AND EQUIPPED WITH SELF -CLOSING AND 0 0 v SELF -LATCHING DEVICES. o v SIDEWALL o 9'-10" 7-�" 04 a T-6" a 7'-6' o� 7-6" 7-6" 7'-4 1/2 2.) THE PRIVATE GARAGE BENEATH HABITABLE ROOMS SHALL BE SEPARATED COLUMN FROM ALL HABITABLE ROOMS ABOVE BY, NOT LESS THAN 5/8" TYPE X GYPSUM LOCATION 2'-1 j 1 /T 2'-1 BOARD AND 1/2" GYPSUM BOARD APPLIED TO STRUCTURES SUPPORTING THE DIMENSIONS I I I SEPARATION FROM HABITABLE ROOM ABOVE THE GARAGE: 3.) THE AREA OF FLOOR USED FOR PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED TO FACILITATE THE MOVEMENT OF LIQUIDS TO A DRAIN OR TOWARD THE MAIN VEHICLE ENTRY DOORWAY. cq ♦ OHD APPROACH o 4•) EACH SLEEPING ROOM SHALL HAVE AN EMERGENCY ESCAPE AND RESCUE --- ------ -, U 15'-11'. i o 1 1'-11 1/2, 1 V-1 1 1/2" 19'-11" DENOTES EMERGENCY ESCAPE AND RESCUE OPENING MEETING OR (� O EXCEEDING A NET CLEAR OPENING OF 5.0 SQUARE FEET WITH A MINIMUM I I NET CLEAR WIDTH OF 20" AND A NET CLEAR HEIGHT OF 24" WITH THE SILL . NOT MORE THAN 44" ABOVE THE FLOOR. I I N 1,-0" PORCH i Q OVERHANGS 18" M 18"M 18"M W. 1 I. W J U 39'-9" 7 - o ® — — a— 39'-9" REVIEWED FOR w a CODE COMPLIANCE >SE B A ST. L.UCIE COUNTY O _ SS - SS BOCC /0' ®� COLUMN PLAN LEGEND Q o10� oo. ❑ - 3-2x6 LAMINATED COLUMN LOCATION Lu e - 3-2x8 LAMINATED COLUMN LOCATION CO � 24'-4 1/T S - 3-2x8 STUB COLUMNLOCATION r.'LE, V) 23'-10 1 /2" — ( Q COLUMN ROTATED 90- FROM STANDARD Z ® • HEADERED TRUSS LOCATION Q o (3) 3'-0"x6'-8" WALK DOOR 00 co (4) PELLA 350 SERIES 3648 CASEMENT 25.�X47.5 IMPACT RATED WINDOW ® (2) PELLA 350 SERIES 3042 CASEMENT 29. X41.5 IMPACT RATED WINDOW ® (1) PELLA 350 SERIES 3036 CASEMENT 29.5X35.5 IMPACT RATED WINDOW 15'-10 1 /2" — — 15'-10 1/2" ® - (2) PELLA 350 SERIES 3048-2 CASEMENT 60.SX48 IMPACT RATED MULLED WINDOW o ® - 10'-0"x8'-0"OVERHEAD DOOR � 100 3px30 ATTIC ACCESS PANEL (VERIFY LOCATION) - ALL STEEL FASTENED WITH STAINLESS STEEL SCREWS D 7'-10 1%2" 7-10 1 /2' - PERIMETER SEAL PACKAGE (COMPLETE BUILDING) C 3/ 6 7/16" OSB AND ROOFING FELT UNDER HI -RIB STEEL G iv N I S6 1 S7 o S6 0 18"M I6' DIAMETER FOOTING WITH 4' TO BOTTOM OF 21"THICK CONCRETE PAD(2500 PSI MINIMUM). 20" BELOW BOTTOM OF PRECAST CONCRETE _ COLUMN AROUND EXPOSED REBAR CAGE AND 3/4"x14" THREADED F 0'-0" ROD WITH AN ADDITIONAL MINIMUM I" ABOVE BOTTOM OF PRECAST CONCRETE COLUMN. PLACE CONCRETE BELOW AND ABOVE BOTTOM ♦STAIRS q 'I y ° OF LOWER COLUMN IN-0NE OPERATION. o /J 18"M 181M 18 M 1' I -0IDE WALL❑ ❑ ❑ WALL I OVERHANGS 1 0" PORCH 6-9„ 1'-0,' OVERHANGS I PORCH COLUMN LOCATION 14'-11" ?'-111/2 11'-111/2" 20'-11" 16-1 1/2" DIMENSIONS o '— S7 t ROUGH OPENING SCHEDULE UNITSYMBOL FROM LEGEND WIDTH HEIGHT 1❑ VERIFY VERIFY 0 VERIFY VERIFY Q 25 3/4" 47 3J4" Q 29 3/4" 41 3/4' 29 3/4' 35 31N' ® 60 3/4" 48 1 /4" DRAWN BY.' ALS .DATE• 12/17/2019 CHECKED BY., V.D. DATE 1 /8/2020 REVISED DATE: 3/16/2020 REVISED DATE.' -- REVISED DATE: ---- REVISED DATE.- -- E — W 'MMnwdm M N Sd�" SIDEWALL I COLUMN I I I _1'-1 3/4" I I I 1' 6 114" Digitally Signed by LOCATION 7'-41/7' 7'-6" 7'-6" 7'-6" 7'-6" 7'-6" T-6" BIJT Craig EGundeF§bn DIMENSIONS N = Date: 2020.03.1 o N iv N - - W 4:24:21 -04' 0 o It o ,_I o 10 C14 v N N N o N MVO w n 2' 81, SCALE: AS NOTED ---- COLUMN PLAN SCALE: - SHEETNo.1 D8 — 4' 16' S1.1OFS 1.I } 1Ir, I q 112" _ 60d R.S. NAIL ii - HEADLOK.19'7K&IY'.11 20 GAFLATHEAD LAG 20 GA. iv � 0 O R GALVANIZED SCREW (ICC-ES PURLIN REPORT ESR-1078) - p GALVANIZED - PURLIN. O v o '_ O v _ ! - GN o CONNECTOR. p(;fI"'i 1� o CONNECTOR p '_ ' 1QC7 o � 7 -4 1/2" 7'-6' v '— a 7 6 04 rn m v T-6" � T-6" r> 7-6" v a 7�_6�� `o 7-41/2" L0 �� u 20 PURLIN. �i m •� �. "y (1)#9X1"HWHSCREWS ONPEAK (i)#9X1"HWHSCREWS ONPEAK SIDE AND (2) ON EAVE SIDE IN SIDE AND (2) ON EAVE SIDE IN HOLES SHOWN. (JOINT MUST BE HOLES SHOWN. (JOINT MUST BE L = I I TIGHT BEFORE FASTENING CLIPS) TIGHT BEFORE FASTENING CLIPS) r 2x4 BUTTED PURLIN DETAIL 2x4 BUTTED PURLIN DETAIL .SCALE: 1"=.1.-0". SCALE: 1'=7'-9• o (7 0 I ]'-11 1/2" IV-11 1/Z' ILI 60dRS.NAIL - 20 ga. GALVANIZED PURLIN CONNECTOR -- � 2x4 TRUSS �/ o' •, 7 #9X1"HWHSCREWS DNPEAK SIDE AND (2) ON EAVE SIDE IN HOLES SHOWN. (JOINT MUST BE TIGHT. BEFORE FASTENING CUPS) J 2x4 TRUSS TIE DETAIL z .......... ......... ......... ... O .. -.�- REVIEWED FOR �� CODE COMPLIANCL 0. .... - - - - (2) 20d R.S. NAILS IN OVERHANG FRAME f. Lt1CIE CO<:NT�- .�'� 2x4 BEV. 0 '� BOCC Oz PURLIN 40' CUSTOM S.C. TRUSS ... TQ .. X OI' z .... ............ OVERHANG I V z 0.... I FRAME 40' CUSTXW VO■ — s — — — s TRUSS 2x1O TOP z TOE NAIL OVERHANG RAFTER I I r T CHORD TO OVERHANG NAILER WITH (1) 16d R.S. NAIL EACH SIDE • • I Q 2x6 OVERHANG NAILER j 10.20d R,S. NAILS (7) 20d R.S. NAILS R Oz �.. �i 0 Q S2 PEFOND COLON MN EXTENSION Y.......i ......_ , ..._.0. .�.. :.......... 1Q.... I OR UPRIGHT ASSEMBLY NAILED TO 3 2x6 END RAFTER ASSEMBLY AS SHOWN 3/16/20 I CORNER AND TO EACH INTERSECTING WEB. COLUMN FASTEN TO HEADER AND FRAMING (^ � A MEMBER WITH (2) 1 bd R.S. NAILS DE TILA DETAIL B C END COLUMN ( S2 A INTO EACH e SCALE: 1 1/2" = 1'-U' SCALE: 1 11z, = 1'-u, EXTENSION MEMBER OR UPRIGHT. �jT /B TRUSS/BRACING PLAN LEGEND — — — T 1 - 40`CUSTOM S.C. TRUSS z - 2x4 TRUSS TIES i -2x6 DIAGONAL END BRACES 11 11 1/z, 11'-11 1/2" a - 10 PORCH FRAME s - 10' PORCH END FRAME 6 - 8' PORCH FRAME z? 0 r OFFICE: PORT CHARLOTTE. EL JOB NO. 161-094476 U Q 0 J w J w Uj a 0 Q F-- LLJ V) Z. C DRAWN BY: ALS DATE.' 12/17/2019 CHECKED BY., V.D. DATE- 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE.' -- REVISED DATE.' -- EVISED DATE.' --- - 8' PORCH END FRAME Digitally e - CUSTOM 6' S.C. TRUSS N signed by cu Craig E 1�T S`,Guncj son 1 V OFS <OROP �$W TRUSS/BRACING PLAN S,oNA �< Date: 2020U3.17 pNONEfuMem Yemkap+Nt n. mmw.n w.� .mu ti n 14.24 .32 04'091 2' 8' SCACE.' AS NOTED SCALE: R I- SHEEd p 1, 4, 16' . 2x4 (NO. 1 SYP) 'r STIFFENERS oEErcE REQUIRED ON THESES WEBS CENTER 2x4 (NO. 1 SYP) WEB _ PORT CHARLOTTE, FL STIFFENER ON TRUSS WEB & JOB NO. NAIL W/ 3-1/2" HDG R.S. GUN' TRUSS SPACING T-6" O.C. NAILS OR 16d R.S. NAILS WITHIN 161-094476 LIVE LOAD 18 PSF 4'' OF ENDS & 6" O,C., STAGGERED DEAD LOAD 6 PSF CEILING LOAD 4PSF SECTION A -A SCALE: 1 1 /2" = 1'-a' TOTAL LOAD 26 PSF WEB STIFFENER DETAIL 71 1 " I 12 4 i Y-3 1/2" Bic#4196670003909 2 39._9„ U t) CUSTOM 40 S.C. TRUSS D SCALE:3/8'= 1'-0" Q LIVE LOAD 20 PSF Q DEAD LOAD 6 PSF < 12 Cbll, N LOAD 2 PSF G TOTAL 28 O 4 T AD PSF LIVELOAD 20 L PSF 52SOp CNORO LUMBER Lowerr Chord -SPECIFICATION: 1 KD19 or MSR 2400f - 2.OE Southern Pine DEAD LOAD 6 PSF � CEILING LOAD 4 PSF J ui 2 5/9' � 2-4x5 PL. ;r Top Chord MSR 2250f - 1.9E Southern Pine TOTAL LOAD 30 PSF J � Web Members - No. 1- KD19 Southern Pine W w WEB .sF TRUSS PLATE SPECIFICATION (]CC Evaluation report No. 3080): 3 ASTM A-653, Grade A 20 Go. and 18 Go. where noted, O F °°°° 10 06 LOWER CHORD " galvanized steel Morton truss plates identified by a hexagon 2 5x13 PL. ° � /2' stamped every 1 1 /4" along the center of the plate. FFfT-10 1 1 1� 10' PORCH FRAME U SCALE: 1/2"= V-0" LIVE LOAD 20 PSF Q DEAD LOAD 6 PSF 161094476-R 1 12 REVIEWED W CEILING LOAD 2 PSF 5'-9" FOR 4 �- --- --- CODE COMPLIANCE CRD TOTAL LOAD 28 PSF IJCIE COUI�'TY Z 2y�2jOpCN P LUMBER SPECIFICATION: CUSTOM & S.C. TRUSS 5 "i? gpCC CQ Web Lower Chord -- No. 1 KID rn 19 or MSR 2400f - 2.0E Sou Pine SCALE: 1/2 1 -a' L 1'-1 11/16" ih Top Chord - MSR 2250f - 1.9E Southern Pine Web Members -No. 1 KD19 Southern Pine 2-4x5 PL TRUSS PLATE SPECIFICATION ([CC Evaluation report No. 3080): 6 1/2' x°°°° 2x6 LOWER CHORD ASTM A-653, Grade A 20 Ga. and 18 Ga. where noted, �'�� 17 galvanized steel Morton truss plates identified by a hexagon 10'-10 1/2' stamped every 1 1 /4" along the center of the plate. 10' PORCH END FRAME SCALE: 1 /2" = 1'-0" T" IVE LOAD 20 PSF DEAD LOAD 6 PSF 12 3x5 PL. °° EILING LOAD 2 PSF 4' - W IDE 4 - OO_ (ZONE 2&3) 25/8" 2X�pj P NORD WEB UMBERSPECfFICATION: PSF Lower Chord - No. 1 - KD19 or MSR 2400f - 2.0E Southern Pine Top Chord - MSR 2400f - 2.0E Southern Pine 3x5 PL Web Members --No. 1- KD19 Southern Pine xl ° L. x 2x6 LOWER CHORD RUSS PLATE SPECIFICATION (ICC Evaluation report No. 3080 ASTM A-653, Grade A'20 Ga. and 18 Ga. where noted, $'-10 1 /2" (, - 2x4 PURLINS @ 24" O.C. galvanized steel Morton truss plates identified by a hexagon 8' PORCH FRAME stamped every 1 1 /4" along the center of the plate. N WIDE (ZONE 2 & 3) SCALE: 1 /2" = V-0^ 4! WIDE ZONE DRAWN BY ALS DATE: 12/17/2019 CHECKED BY.' V.D. DATE.' 1 /8/2020 REVISED DATE.' 3/ 16/2020 REVISED DATE — REVISED DATE. --- REVISED DATE.' — .40 AD 2 P w,� LIVELOAD O 0 SF 2x4 PURLINS ®24". O.C. �ma s DEAD LOAD 6 PSF Na . CEILING D 2 P 12 LOAD SF 5 4 �- pNOR� TOTAL LOAD 28 PSF 554ocPt�oN rm e a 0 4NE2& A+E`a° Digitally signed by 1'-111/16" 2X�0j Web LUMBER SPECIFICATION: IZONE2&3) ®`EEW Lower Chord -- No. 1 - KD19 or MSR 2400f - 2.OE Southern Pine Craig E Gunderson 2-3x5 PL. Top Chord -MSR 2400f - 2,®E Southern Pine O -INDICATES PURLINS To BE FASTENED Date: 2020.03.17 ��cc---- 1 Web Members KD19.Southern Pine w/HEADLOK.1.9"x 6.a.FLATHEAD LAG t;t 1/2" "°-Sxl P 2x6 LOWER CHORD I SCREW, ALL OTHER PURLINS TO BE 14:24:41 -04'00' �.FASTENED w/60d R.S. NAIL TRUSS PLATE SPECIFICATION (ICC Evaluation report No. 3080): ASTM A-653, Grade A 20 cg• and 18 Ga. where noted, 40' WIDE BUILDII�� PURLIN LAYOUT 8' PORCH END I FRAME galvanized Steel Mo rton trygs plates identified by a hexagon SCALE: AS NOTED SCALE: 1 /2' = l'-U' stamped every 1 1 /4" alortg the center of the plate. - SCALE: 3/8"= 1'-0" SHEET NO. S3 of S8 ■ (ZONE 3, (ZONE 2; 5" O.G. GUTTERS (ZONE 3; II T 4' WIDE 4' WIDE 17(-)NF 9 R. 31 17nnlo o s z1 OFFICE: DESIGN AND EXPLANATORY NOTES PORT CHARLOTTE, FL JOB NO. 1.) EXTERIOR DOOR AND WINDOW LOCATIONS ARE TAKEN FROM THE EXTERIOR FACE 161-094476 OF THE NAILERS AND ARE TO THE CENTER OF THE DOOR AND WINDOW UNITS. VERIFY ALL DOOR AND WINDOW LOCATIONS WITH THE OWNER. 4E_ 6 �,6E 14'-0" 14'-0" 6'-6" 1 12'-6" 8'-0" E —�-— MW FRS q q ? 0 9 - Reference Cf) U) I Corner _ 0 I *WIDE (ZONE 5) 52' WIDE (ZONE 4) 4' WIDE (ZONE 5) EAST ELEVATION yA ,, th 3.0' WIDE 4.0' WIDE 4.0' WIDE (ZONES 2 & 3) - - - (ZONE 2 & 3) (ZONE 2 & 3) T#16 GABLE TRIM 12 4� 4I EXISTING BUILDING T# 16 GABLE TRIN -- �- EXISTING BUILDING - --- - 12 41— 12 4 4 _ HI -RIB STEEL SIDING ... f T#21 CORNER TRIM T#167 BASE TRIM W/T#19$ a ')'ti i' q Y t 3 L -:\ 1h21+ li y� `i Y 41 S+•1 :','� - r:.. i"k p S. .Y iJ s .w a z. .� ., .u: .•L: .:: .f.., a.i N WIDE (ZONE 5) 32.01' WIDE (ZONE ) 4' WIDE (ZONE 5) 5-0" i 14'-0" 8-6' 1 6'-6" NORTH ELEVATION o 10o - 3n6/20 CNN N RVIEWED FOR ---- CC*E COMPLI C. CIE COUNT 4' WIDE (ZONES) 32.01' WIDE (ZONE 4) 4' WfDE Z SOUTH ELEVATION BOCC ( QZ VENT -A -RIDGE / / . .. 5" O.G. GUTTERS i HI -RIB STEEL SIDING .. .' ... " ?: 12 , -T2.5 3/16/20 T#21 CORNER TRIM ❑ ADJUST HEIGHT IN FIELD SO T#167 BASE TRIM W/T#198 PURLINS ARE JUST BELOW EXISTING OVERHANG FASCIA I., / ;": �.y � '•' A , � Yti YS'`fr "`I "Y .. .rv1S"!+4 S E",. C i• i '� -.Y,<' i}✓1 y.+a.. 5 '..fY'12• 204 0,: 8'-0:: 6:_W 1 6-6' 1, 16-6" 1 4,-0,: Q P - - 'y — O Cq N M 0 ;00 O 4' WIDE (ZONE S) 2, 8, SCALE: 52' WIDE (ZONE 4) 4' WIDE (ZONE 5) WEST ELEVATION 7, 416' I DRAWN BY.' ALS DATE.- 12/17/2019 CHECKED BY.- V.D. DATE. 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE." ---- REVISED DATE.• - EVISED DATE." — Digitally signed by � GUNOn " G Craig - c xo. ewoz n g E -* Gunderson fy. <OPIDP��A ,S„ONA i, Date. mrernir�MB.wwam -m� 2020.03.17' 14:24:52 j =� - �f SCALE. • AS N IT SHEET r0. S4.1 OF Sg 6d - 1 7/8" LONG CEMENT COATED BOX NAIL OFFICE.' 4 OR CEMENT COATED COOLER NAIL WITHI/4"HEAD• DESIGN AND EXPLANATORY NOTES JPORT B �CHARLBTTE,FL 3/8" TO 1 /2" `NOTE: 1. PORCH FOOTINGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. 161-09496 ' GYPSUM BOARD MAY ALSO BE ATTACHED WITH 1 114" TYPE-W DRYWALL SCREWS LOCAL CONDITIONS MAY REQUIRE MODIFICATIONS. OF 710 C 2. PRIOR TO PLACING THE CONCRETE FOOTINGS, HAND TAMP THE BOTTOM 2'-3" OF LOOSE SOIL TO CONSOLIDATE. IF THE DRILLED HOLE CONTAINS MORE THAN 3' OF • . LOOSE SOIL, REMOVE EXCESS SOIL TO A UNIFORM THICKNESS OF 7'-3", HAND I 3/8"TOl/2" TAMP AND PROCEED WITH CONCRETE FOOTING PLACEMENT. 3. DO NOT PLACE CONCRETE FOOTING THROUGH MORE THAN 3' OF STANDING 1 /2" GYPSUM WALLBOARD* WATER. IF MORE THAN 3" OF STANDING WATER IS PRESENT IN THE FOOTING HOLE 7" O.C. CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR INSTALLATION . . INSTRUCTIONS. 2x4 STRIPPING @ 16" O.C. PRECAST CONCRETE COLUMN LOWER COLUMN . . INSTALLATION _ 3/4' ADJUSTMENT ROD U WITH BASE PLATE 1. INSTALL PRECAST CONCRETE (� COLUMN W/ADJUSTMENT ROD & UNDISTURBED SOIL BASE PLATE IN THE AUGERED 2x2 VERTICAL BLOCKING BETWEEN HOLE. NAILERS 0 COLUMN LOCATIONS 2x4 BASEBOARD , r 2. PLUMB PRECAST CONCRETE V) COLUMN IN BOTH DIRECTIONS Q< ' 3. ADJUST HEIGHT UP OR DOWN L WITH ADJUSTMENT HEX ROD O 4. POUR READI-MIX CONCRETE INTO COLUMN WALL GYPSUM BOARD FASTENING DETAIL THE HOLE AS SPECIFIED. w SCALE: 1/2" = 1'-0" (NON -RATED WALL ASSEMBLY} 5. BACKFILL AND COMPACT THE J JLu w O FLUOROFLEXTm 1000 HI -RIB STEEL p LOWER COLUMN COLUMN RTO GRADE WITH DSOIL w a- 2x4 PURLINS @ 24" O.C. (210I0 MSR SPF) ISOMETRIC AUGERED FROM THE SITE. LL �7/16"OSB&',15"FELT 2x4 BEV. PURLIN O INSULATION STOP/AIR DEFLECTOR 2X4 NAILER SIMPSON A35 FRAMING CLIP U Ip 2x4 UPRIGHT EACH SIDE OF FRAME 12 2x4 BEV. PURLIN 2x6 BEV, PURLIN 9 Q T#527 T#177 W/INSIDE & OUTSIDE FILLER STRIPS �— 2x6 BEV. FASCIA 40' CUST M S.C. TRUSS ® TRUSS IN COLUMN Tm 2x4 BEV. PURLIN FLUOROFLEX 1000 HI -RIB STEEL 40' CUSTOM S.C. TRUSS LLJ 5" O.G. GUTTERS SADDLE 7/16" OSB SHEATHING & 15# ROOFING FELT V) T#144 & 146 LAMINATED COLUMN 10' PORCH FRAME FOR Z FASCIA TRIM e v SOFFIT _ 2x8 PURLINS (2400 MSR SPF) W/PF HANGERS @ 19.2" O.C: EVIEWED (2) 1/2"x5 1/2" M. BOLT & DE COMPLIANC HI-RIB/SOFFIT CAP "' /2 S FILLER STRIP 2x4 STRIPPING @ 16" O.C. (8) 20d R.S. NAILS 4( BLDG WRAPUN% ST. LU C IE C i 2x6 OVERHANG NAILER & R-38 BLOWN -IN INSULATION ♦ T#527 2x6 BEV. FASCIA 2x6 BLOCK ^ socc (2) 1 /7' 6 1 /Z' M. BOLTS 1 /7' GYPSUM BRD ♦ T# 144/146 TRIMS (8) 20d R.S. NAILS 16"DEEP UNFACED 4 MIL VAPOR RETARDER 5"O.G. GUTTER C FIBERGLASS INSULATION 2x4 TOP BLOCK UTILIZED AS FIRE BLOCK 2x6 TOP NAIL R SOFFIT 2x4 SOFFIT USP JH2O JOIST HANGER 9" BLANKET SUPPORTS 2x12 HEADER (2250 MSR SYP) COP , INSULATIONTION W/ 4 MIL' 3-2x8 LAMINA ED COLUMN 2x6 BEARING FASTENED W/(10) 20d R.S. FILE VAPOR RETARDER (3) ROWS 2x6 NAILERS (2100 MSR SPF)© BLOCK NAILS (D FLUOROFLEXTM 1000 HI -RIB STEEL 2x2 VERTICAL BLOCKING TOP OF WALL AT COLUMN LOCATION TO HEEL U2" GYPSUM BIRD ♦ 2X4 STRIPPINGI @ 16" O.C. 7-11 5/16' TOP OF 7'-8 /16" 8'-1 1 /2" i TOP OF WALL WALL 8'-2 3/8" TO BOTTOM TO BOTTOM OF PORCH T#39 COLUMN 2x8 TREATED S�LASHBOARD FRAME COVER ( 2) ROWS 2x6 NAILERS OF PORCH W/PRECOMPRESSED ULTRA -SEAL (2100 MSR SPF) HEADER.. 12" TALL COLUMN SOCKET W/ (4) 1/2"x6" M. BOLTS & (8) 1/4"x2 1/2" POWER LAG WASHER HEAD YELLOW ZINC SCREWS 3-2x6 LAMINATED COLUMN EMBED VAPOR RETARDER INTO SEALANT T#167 BASE TAPE & HOLD PN PLACE W/ 1'kl-1/2" BLOCK TRIM W/ NAILED W/2-1 4" R.W. NAILS 16" O.C. 8.. (20) 1/4"x 2 1/2" POWER LAG WASHER T#198 & 2x4 TREATED B 'SEBOARD CREWS HEAD YELLOW ZINC 2 FILLER STRIP W/PRECOMP ESSED ULTRA -SEAL DRAWN BY.- ALS .. DATE' 12/17/2019 CHECKED BY.- V.D. DATE, 1 /8/2020 REVISED DATE., 3/16/2020 REVISED DATE.' -- REVISED DATE.- — EVISED DATE.- - FINISH GRADE 1 , II —II MFS PRE -CAST CONCRETEIR 1 1T� Digitally COLUMN' _. l IL_II II IL fl- h signed by _ _ 2x8 TREATED 6 OCK CENTERED IN SAY FINISH GRADE GE cuNo� "`"'F= Craig E e o- `. eo,re Q E (2) 1/2"x10" PL TED ANCHOR BOLTS g 4'-0" SEE SHEETSFI FOR gaEOF w 'GunderSO FOUNDATION na BPS (ORtOPN DETAILS soaA,E,..r Qete: e < '% mm., .w me AU20.03.17i c .. wraowaw mow.ar m m�e .pe en aw w w 6I. e. wreu..mwawre�.iRudK.w.. 1 A . ed A7;:25:06 j SIDEWALL SECTION A = TION B , SCALE: 1!2'= 1'-0" B"o 81 PORCH SE SCAL E: 2 -1- SCALE. AS NO ' 0 FED SHEET S5OFSg ail 12 3-2x8 LAMINATED COLUMN 4 3-2x8 STUB COLUMN 40' CUSTOM S.C. TRUSS (ABOVE) CONCRETE STEP / CUSTOM 6 S.C. TRUSS (ABOVE) 2X6 NAILERS FF1000 1 /2" GYPSUM BRD HI -RIB STEEL 2X6 TREATED BLOCK 40' CUSTOM S.C. I Russ T#48 2X6 NAILERS N-4 1 /2'' FF1000 HI -RIB STEEL 5-1 1 /2 1/2" GYF SUM BRD (3) 2x8 STUB COLUMN 2X8 BLOCK HEADER NAILING SCHEDULE HEADER STUB JAMB MEMBER COLUMN COLUMN EA.2X12 11 8 2X4 STRIPPING @ 16" O.C. 1'-a, 3-2x6 LAMINATED COLUMN CUSTOM 6' S.C. TRUSS (ABOVE) 2-2x121�EADERS NOTES: q Of T#155 - (2250 MSR SYP) 1. NUMBERS ABOVE ARE 20d R.S. NAILS I.. 2x8 BLOCK - REQUIRED PER CONNECTION. EXISTING BLDG 2. PRE -DRILL HEADERS AS REQUIRED / T#124 T#129 O.H.D. TO PREVENT SPLITTING. 3.IF NUMBER OF NAILS REQUIRED FOR ..µµ DETAIL 7t 1 ALUMA3EAL HEADER TO JAMB COLUMN CONNE 20 3CTION /16/ 2x2 BLOCK - I IS EXCESSIVE TO CAUSE SPLITTING, SCALE: 1 /2" = 1 '-0" T# 151 ---'�- � T# 153 THE EXCESS NAILS MAY BE INSTALLED 7-111 IN HEADER SUPPORT BLOCKING. FLUOROFLEXT 1000 HI -RIB STEEL T#154 BOTTOM 2x4 PURLINS @ 24'!O:C. 2x3 JAMB (BEYOND; OF 2x8 BLOCK 7/16" OSB & 5" FELT (4) 0.135' x 2 l /4" BOTTOM 2' TREATED) TO TOP OF' T#16 GABLE TRIM R.W. NAILS OR 16d 3-2x8 JAMB COLUMN (BEYOND) CONCRETE 2x6 FASCIA R.S. NAILS 2x6 TRACK BLOCK (BEYOND; IN OPENING BOTTOM 2' TREATED) O H D HEADER SECTION E T# 194 TRIM r (1) 20d R.S. NAIL SOFFIT THROUGH STRAP SCALE: 1" = 1'-a' HI-RIB/SOFFIT CAP TRIM ! � & INTO BRACE 2x4 BEV. PURLIN FILLER PLUGS f i 2' END BRACE STRAP 2X4 NAILER W/ PRE -PUNCHED SIMPSON A35 FRAMING CLIP i i HOLES BEND TO FIT ( ) 4 UPRIGHT EACH SIDE OF RAFTER 12 40' CUSTOM S.C. TRUSS r r FASTENED W/ 2x6 BEV. PURLIN 4 i� i� i� .. O 3 0.140x1 1 / 2"R.S. T#177 W/INSIDE & OUTSIDE FILLER STRIPS 2-2x6 E.C.E. r NAILS 2' 4 BEV. PURLIN 2x4 TRUSS TIE 2x6 DIAGONAL FLUOROFLEXTm 1000 Hi -RIB STEEL 40' CUSTOM S.C. TRUSS FLUOROFLEXTm 1000 — _ _ — — — — — — — — — — BRACING FASTENED 7/16" OSB SHEATHING & I S# ROOFING FELT HI -RIB STEEL — — — _ TO COLUMN W/(4) 10' PORCH FRAME 16d R.S. NAILS 2x8 PURLINS W/PF HANGERS @ 19.2" O.C. (2400 MS'lIR SPF) 40' CUSTOM S.C. TRUSS (2) 1 /2"x5 1 /2" M. BOLT & - — (8) 20d R.S. NAILS T#527 12 4 52Q 2x6 BEV. FASCIA BLDG WRAP CEILING BRACKET REVIEWED FOR T#144/146TRIMS 2x6 BLOCK i CODE COMPLIAN E 5" O.G. GUTTER o CJT. LUCRE COUN SOFFIT 2x4 SOFFIT 6" (R-19) BLANKET BOCC SUPPORTS USP JH2O JOIST HANGER INSULATION W/ 4 MIL 2>(12 HEADER (2250 MSR SYP) VAPOR RETARDER 2x6 BEARING FASTENED W/(1,!0) 20d R.S. BLOCK NAILS Co I F _ TOP OF 7-0 5/16" 3-2x6 LAMINATED WALL TOP OF COLUMN TO BOTTOM T#39 COLUMN WALL OF PORCH COVERT { 2) ROWS 2x6 NAILERS TO BOTTOM 8'-9 5/16" FRAME (2100 MSR SPF) OF PORCH HEADER 3-2x6 LAMINATED COLUMN (20) 1/4"x21/2"POWER LAG WASHER HEAD YELLOW ZINC SCREWS I a-1 1 /2" mm A OF IITIIIIFi.�LII IIIII-1 I mi I Z FINISH GRADE e MFS PRE -CAST CONCRETE COLUMN E . 10PORCH SECTION C ENDWALL SaCTION D SCALE:1/2"=,1,-a' al SCALE: 1 /2" = V-9 1910 OFFICE.• PORT CHARLOTTE, FIL JOB NO. 161-094476 I I ry O \ J u3 JLij w O U Q L!J Z eir DRAWN BY..- ALS DATE: 12117/2019 CHECKED BY., V.D. DATE.• 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE -- REVISED DATE -- EMBED DATE.• — s W p�esaf�nn �'� Digitally signed by Craig E Gunders8n Date: 2020.03.17� 14:25:28-04'00' SCALE AS NOTED SHEET NO. S6.1 of S8 ROOF,I STRUCTURE FASTENING SCHEDULE Q VENT -A -RIDGE TO BASE TRIM #9 x 11 STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS @ 8" o.c z RIDGE BASE TRIM TO 2x4 PURLINS #9 x 3' STAINLESS' STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI -RIB (I'-0" o.c.) Q HI -RIB STEEL TO 2x4 PURLINS w/ SHEATHING #9 x 3"'lSTAINLESS AT EVERY STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS Hi -RIB (F-W o.c.) 7/16" OSB SHEATHING TO PURLINS 0.113"Ix 2-3/8" RING SHANK COIL NAILS @ 17O.C., 6" O.C. @ PANEL EDGES WALL FRAMING FASTENING SCHEDULE Q 2x4 NAILER TO COLUMN (4) 0.1 i49' x 3-1 /2" (16d) RING SHANK NAILS @ SPLICE/ (4) 0.149' x 3-1 /2" (16d) RING HANK NAILS @ STANDARD CONNECTION e 2x6 NAILER TO COLUMN (4) 0.1' 8" x 3-1 /2" (16d) RING SHANK NAILS @ SPLICE/ (4) 0.148" x 3-1/2" (16d) RING HANK NAILS @ STANDARD CONNECTION HI -RIB STEEL TO NAILERS #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI -RIB Qa SOFFIT TO WALL INSERTED IN PRE -FORMED SLOT IN SOFFIT/HI-RIB CAP QQ SOFFIT TO FASCIA T-50 lvIONEL STAPLES (2) PER PIECE i CUSTOM 6' S.C. TRUSS 2X4 PURLINS (2100 MSR SPF) INSULATION STOP/AIR DEFLECTOR VENT -A -RIDGE 2x4 BEV. PURLIN R-38 BLOWN -IN INSULATION T# 178 7/ 16" OSB 12 25 2x6 BEV. FASCIA ' S' O.G. GUTTERS T# 144 & T# 1416 FASCIA TRIM SOFFIT HI-RIB/SOFFIT CAP 2x6 OVERHANG NAILER 2x4 STRIPPING (2) 1 Md 1 /2" M. BOLTS & @ 16" O.C. (4) 20d R.S. NAILS 16" DEEP UNFACED INTERIOR FINISH FIBERGLASS INSULATION 4 MIL VAPOR RETARDER4 TOP OF UTILIZED AS FIRE BLOCK TP BLOCK WALL 6" (R-19) BLANKET 2x6 TOP NAILER TO HEEL INSULATION W/ 4 MIL (SHOWN) VAPOR RETARDER ADJUST IN FLUOROFLEXTm 1000 FIELD HI -RIB STEEL ( 2) ROWS 2x4 NAILERS�s SO PURLINS (2100 MSR SPF) ARE JUST BELOW EXISTING 5, 9, 3-2x6 LAMINATED COLUMN OVERHANG 12" TALL COLUMN FASCIA SOCKET W/ (4) 1/2"x6, M. BOLTS & (8) 1/4'k2 T#167 BASE I/2"POWER LAG TRIM) / I WASHER HEAD YELLOW T#198 & ZINC SCREWS FILLER STRIP _ 2x6 TREATED SPLASHBOARD W/PRECOMPRESSED ULTRA -SEAL 1�1111—II loll.. .< SEE SHEET SF1 FOR FOUNDATION a DETAILS CROSS SECTION F SCALE: 1/2"= 1'-U' -- e I' 3/16/20 EXISTING C.M.U. OR BRICK CUT SAW KERF IN EXISTING BUILDING, INSERT LEG OF TRIM ON KERF, AND CAULK TOP OF TRIM T#84 CONNECTION TRIM 72 FLUOROFLEX 1000 HI -RIB STEEL 4� 7116" OSB W/SELF-ADHERING WATERPROOF MEMBRANE T#47 TRIM 40' CUSTOM S .C.TRUSS 2X4 PURLINS (BEYOND) _ T# 191,T# 129 FOR 19922 2X10 NAILER 2X4 LEDGER FASTENED . LIANC W/10d R.S. GUN NAILS OUNTY @ 6"O.C. BLDG WRAP — CUSTOM 6' CUSTOM 6S.C. TRUSS EXISTING S.C. TRUSS FASTENED W/(8) 20d EXISTING BUILDING INTERIOR ♦ R.S. NAILS BUILDING j / FINISH / (� FILE Co�'Y 3 -2X8 STUB x/ COLUMN (BEYOND) 2X4 STRIPPING @ 16' O.C. INTERIOR FINISH 5'-1 1 2„ 91, Tr I- ...I.. IIvil, II — —II-11 II ���� l 11lTt(r IF 1.. 1 111-1... rll (BELOW OVERHANG) (AT OVERHANG) CONNECTION SECTION G SCALE: 1/7' = l'-a' IBLLUW OVERHANG) OFFICE- PORT CHARLOTtE, FL JOB NO. 161-094476 U N ry N O \ J w J u L1J W 3 a O ry Q Z DRAWN BY. ALS DATE: 12/17/2019 r CHECKED BY.' V.D. DATE 1 /8/2020 1 REVISED DATE.' 3/16/2020 REVISED DATE.. — REVISED DATE.' — EVISED DA7E- - �n et n bW �orv��hY 1� Digitally signgd b Craig E Gunderson Date: 2020.04:1 7 L41. 42�-04'8{,,' j SCALE. • AS NOT€b SHEET lyfj S7.1 OF g SIMPSON A35 (4-1 /2") FRAMING CLIP EACH SIDE - WITH SLOT DOWN. ATTACH EACH TO PORCH FRAME WITH (6) #9 x 1-1/2" HWH SCREWS AND TO 2x4 NAILER WITH (6) #9 x 1-1/7' HWH SCREWS 2x6 BLOCKS BETWEEN 2x6 BEVELED PURLIN AND 2x4 NAILER AND BETWEEN 2x4 NAILER AND 2x12 HEADER. TOENAIL BLOCKS WITH (4) 16d R.S. NAILS. 2x4 NA BLDG WRAP 2x12 2x4 BACKER ATTACH TO 2x6 BLOCK WITH (17) 16d R.S. NAILS. 2x6 BLOCK CUT TO FIT TIGHT BETWEEN NAILER AND HEADER TOE NAIL WITH (4) 16d R.S. NAILS. FASTEN 2x6 BLOCK TO 2x4 BACKER WITH (17) 16d R.S. NAILS, STAGGERED. 2x4 BACKER ATTACH TO 2x6 BLOCK WITH (17) 16d R.S. NAILS. ATTACH END PORCH FRAME TO 2x4 BLOCK WITH (17) 16d R.S. NAILS 2x6 BLOCK FROM BOTTOM OF 2x12 HEADER TO TOP OF FIRST NAILER 2x4 BEVELED PURLIN — 2x4 UPRIGHT (EACH SIDE OF PORCH FRAME) 2x6 BEVELED PURLIN 2x4 BEVELED PURLIN / - USP JH2O JOIST HANGER. ATTACH TO PORCH FRAME WITH (6) .148" DIA. x 2-7/8" (10d) GALVANIZED POLE NAILS AND TO 2x12 HEADER WITH (2) #9 x 1-1/2" HWH SCREWS & (12) 0.148" DIA. x 1-1/2'TC POSITIVE PLACEMENT GUN NAILS. PORCH FRAME ATTACHED BETWEEN COLUMNS 2x6 NOTCHED END OVERHANG PURLINS FASTENED TO END FRAME WITH 60d R.S. NAIL 7/16" OSB SHIM ATTACH END PORCH FRAME TO COLUMN WITH (5) 20d R.S. NAILS F END PORCH FRAME 2x4 BACKER ATTACH TO 2x6 BLOCK WITH (17) 16d R.S. NAILS. BLDG WRAP 2x6 BLOCK CUT TO FIT TIGHT BETWEEN NAILER AND HEADER TOE NAIL WITH (4) 16d R.S. NAILS. FASTEN 2x6 BLOCK TO 2x4 BACKER WITH 117) 16d R.S. NAILS, STAGGERED. 2x4 BLOCK. ATTACH TO 2x6 BLOCK WITH (17) 16d R.S. NAILS. ATTACH END PORCH FRAME TO 2x4 BLOCK WITH (17) 16d R.S. NAILS END PORCH FRAME HANGS 1/2' OVER EDGE OF PORCH CORNER COLUMN 7/16 OSB SHIM END PORCH FRAME END PORCH FRAME CONNECTION DETAILS 2x6 BEVELED FASCIA 12, 2x8 END BAY PURLIN NOTCH DETAIL 2x8 END BAY OVERHANG PURLIN HEADLOK .19N6.0"11 FLATHEAD LAG ° T SCREW (ICC-ES i T REPORT ESR-1078) TOP CHORD OFPORC FRAME 1L i 2x6 FASCIA 2x8 END OVERHANG DETAIL SIMPSON PFD28B PURLIN HANGER 2x8 PURLIN TOP CHORD OF TRUSS SCALE: 1 1/2'= 1'-0" FASTEN PURLIN IN HANGER WITH (6) #9x21/2'SDSSCREWS REVIEWED FOR CODE COMPLIANCE D JVia' FILE COP-' FASTEN HANGER TO TRUSS W/(6) 0.148" x 1 1 /2" POSITIVE PLACEMENT NAILS. (2) IN TOP OF HANGER AND (2) IN FACE OF HANGER BEHIND PURLIN (EACH SIDE) PURLIN SADDLE HANGER DETAIL SCAT-€: 1 1 /2" = V-0" OFFICE: PORT CHARLOTTE, FL JOB NO. 161-094476 J w J m >LLJ IL w O U Q E— LLJ N Z JR �AN DRAWN BY.• ALS DATE 12/17/2019 CHECKED BY: V.D. DATE.• 1 /8/2020 REVISED DATE: 3/16/2020 REVISED DATE.• — REVISED DATE -- REVISED DATE.- --- ' Digitally signed b Craig E p a,An Gunderso OF'. s Date: 2020.03. '1 e�w"m�miw'.,Reaa�ssi m<op. 14:25:53 -04'00' _ SCALE AS NOTED SHEET NO. S8 OF S8 CONCRETE FOUNDATION PLANS - INSTRUCTIONS AND ACKNOWLEDGMENTS ALL MINIMUM SPECIFICATIONS MUST BE MAINTAINED PER SIGNED FORM 222/223 OR GREATER IF NOTED ON PLANS INSTRUCTIONS FOR MBI SALES CONSULTANT/CONSTRUCTION COORDINATOR (IF OWNER/OWNER'S CONTRACTOR IS DOING THE WORK) OWNER'S ACKNOWLEDGMENT (IF OWNER /OWNER'S CONTRACTOR IS DOING THE WORK) These concrete plans were prepared in accordance with the order received from our Sales Consultant. Please review the following items. If changes are needed, contact your Sales Consultant immediately, who will then have the plans revised accordingly. TO: ADAM REILLY #k: 161 Please sign one set of these plans indicating you (The Owner) (Sales Consultant's Name) (C. Center #) approve all of the items listed below: FROM: RON H O P P E # : 56324 * Overall dimensions and door locations are to your satisfaction. * Concrete control joint requirements and specifications are to your satisfaction. (Name of Order Processing Construction Estimator) (Extension Number) * The elevation height relationship between the top of the floor and top of concrete wall is to your satisfaction (if applicable). * Concrete floor slopes, typically seen at door openings and floor drains, are to your satisfaction. Attached are: • 4 sets of concrete plans and copies of the Form 222 which was signed by the owner. •• 1 set is intended for the owner, (Owner's Signature) EVR FOR •• 2 sets for the owner's concrete contractor, and CDE COMPLIANCE$ , LUCIE COUNTY 1 set for the construction •• representative that ver fed that rthe work. This ps complete and complies with he plans y is to be signed by the owner prior to oand sp cncrete ! ficationst and the MBI BOCC ••• The concrete plans are to be checked against the concrete foundation for: dimensions, diagonals, control joint locations, anchor bolt, and door locations. Verify all wall height elevations with your builder's level every The following items are the responsibility of the 30' and mark on the plans. Check all items on plans - this is critical in getting the proper material to the project. Any nonstandard concrete foundation should be supported with pictures. owner or owner's contractor: The ••• then signed be granted. Musstd up t be inplans are to be forwarded Mo ton Corporate 1 weektafterr building s placed oncompletepreclearance will -schedule FILE COP' List any discrepancies from what is noted on the plans in the blank below: The signed off copy is to be signed by the owner (before concrete placement) and yourself, (after verifying the actual concrete against the plans) then forwarded to Morton once all signatures are in place. Order processing will resume once a signed copy is received and reviewed in Morton by the construction estimator. Delivery clearance will then be granted. You acknowledge the work is complete and complies to the plans. (Sales Consultant/Construction Coordinator Signature Authorizing Delivery) (Date) THIS MUST BE RETURNED TO MORTON BUILDINGS CORPORATE NO LATER THAN FRIDAY MORNING OF THE WEEK THE PROJECT IS PLACED ON PRE -SCHEDULE. * Insist that your contractor carries adequate liability insurance and has an OSHA approved safety plan for your own protection. * The concrete foundation is properly located on the site. * The DIGGING AUTHORITIES have been contacted for clearance prior to excavation and placing of concrete. * All private underground lines, such as water, gas, sewer, electric, phone, cable, etc., have been properly marked. * All building permits are on hand before commencing with any concrete or foundation work. * The finish floor and/or concrete wall elevation above the exterior grade is properly located and marked. * The anchor bolt setting instructions (if applicable), as outlined on the foundation plans, must be carefully followed. * The backfilling around the concrete foundation perimeter is at least 10' as per specifications noted on form 153A (Morton Building Site Specifications). This requirement must be fulfilled before delivery of building can be issued. The order acceptance process will resume once the concrete foundation/anchor bolt placement (if applicable) is inspected / verified by the Sales Consultant / Construction Coordinator and the report is received in Morton. # OF ANCHOR BOLTS NEEDED: 51 (IF APPLICABLE) OFFICE' PORT CHARLOTTE, FL JOB NO. 16— 161-094476 U Q ry Q 0 J W O ry U W V) Q �i w U W W d �i DRAWN 8Y. ALS DATE., 12/17/2019 CHECKED BY.' V.D. DATE 1 /8/2020 REVISED DATE: 3/ 16/2020 REVISED DATE ---- REVISED DATE -- EVISED DATE.' -- ' SCALE: AS NOTED SHEET NO. S B 1 a, SB3 mue _ o 19 0 10 0 10 -, O io N, N O� M V �O 9'-101, 1 ' 7'_6' 7'-6' T-6" 7'-6" 7._6 7'_6' 11 Ilk I I I I I I ++ At ++ ++ + 11 00 0 0 0 0 ® ® o o Emu DESIGN AND EXPLANATORY NOTES 1.) SPECIFIC PROJECT DESIGN MAY REQUIRE CONTRACTOR MODIFICATIONS TO COMPLY WITH INDUSTRY STANDARDS AND ACI 302. 2,) CONTROL JOINTS ARE REQUIRED AND MAY BE ACHIEVED WITH SAW CUTS, HAND GROOVING, OR INSERTING A PREMOLDED STRIP. JOINT SPACING AS PER INDUSTRY STANDARDS AND ACI 302. CONTROL JOISTS ARE TO BE TO A DEPTH OF 1/4 THICKNESS OF THE FLOOR. FLOORS SUBJECT TO WET EXTERIOR CONDITIONS SHOULD HAVE JOINTS FILLED AND PROTECTED WITH AN APPROPRIATE JOINT SEALANT. 3.) ISOLATION JOINTS ARE REQUIRED AT JUNCTIONS WITH WALLS, COLUMNS, EQUIPMENT FOUNDATIONS, FOOTINGS, OR OTHER POINTS OF RESTRAINT SUCH AS DRAINS AND SUMPS. THE JOINT MATERIAL SHOULD EXTEND THE FULL DEPTH OF THE SLAB AND SHOULD NOT PROTRUDE ABOVE IT. WHERE THE JOINT FILLER WILL BE OBJECTIONABLY VISIBLE OR WHERE THERE ARE WET CONDITIONS, THE TOP OF THE PREFORMED FILLER SHOULD BE REPLACED WITH AN APPROPRIATE JOINT SEALANT. 4.) WHEN POURING CONCRETE UP TO OR AROUND THE BUILDING AND/OR ITS COMPONENTS, ALWAYS PLACE AN EXPANSION JOINT BETWEEN THE CONCRETE AND THE BUILDING MATERIAL BEING POURED AGAINST OR AROUND. THE EXPANSION JOINT MATERIAL MUST EXTEND THE FULL DEPTH OF THE CONCRETE SLAB. 5.) THE CONCRETE FLOOR MUST SLOPE A MINIMUM OF 1/8" PER FOOT TOWARD THE FLOOR DRAIN(S) WHEN SPECIFIED. THE OWNER IS TO DETERMINE HOW FAR AWAY FROM THE DRAIN THE SLOPING WILL BEGIN. FACTORS THAT AFFECT THIS DETERMINATION, INCLUDED BUT'NOT LIMITED TO, ARE: THE AREA THE DRAIN(S) IS SERVICING, INTERIOR ROOMS, FUNCTION OF THE FLOOR, ITEMS THAT ARE BEARING ON THE FLOOR, ETC. 6.) ♦ THE PRECEDING SYMBOL IDENTIFIES ITEMS THROUGHOUT THE PLANS THAT ARE NOT PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNER'S RESPONSIBILITY. TYPICAL FLOOR JOINT REQUIREMENTS ,LATION JOINT OUND EQUIPMENT JNDATIONS FLOOR DRAIN (SEE NOTE #5) CONTRACTION OR CONSTRUCTION JOINTS SEE NOTE #2) J JOINTS MUM 1 /8" TO 1 /4" REVIEWED FOR CODE COMPLIAN( ST. LUCIE COUNT f 1" FOR 4' THICK FLOOR na )NTROL JOINT DETAIL 01 E W 0 OFFICE.• PORT CHARLOTTE, FL JOB NO. 161-094476 ii ►l C� Z • v w pN� O Ar _ 0 Q J Z O O 01 01 co) z x O cc O O a U z 0 m Z 0 �O DRAWN BY.' ALS DATE.' 12/ 17/2019 CHECKED BY., V.D. DATE: 1 /8/2020 REVISED DATE.- 3/ 16/2020 REVISED DATE.• — REVISED DATE.• — EVISED DATE: -- 2' 8' SCALE. AS NO D SCALE: SHEET N. 1 4' 16' SB2 OF SB3 _ANCHOR BOLT TEMPLATE DETAILS INSTRUCTIONS FOR SETTING ANCHOR BOLTS * The MBl supplied concrete template has two distinct sides ("A" and "B"). * Side "A" is used for setting the bolts for all comer columns. See detail # 1. * Side "B" is used for setting bolts for all other columns. See details #2 and #3. * Jamb column bolts for openings are set by side "B" and working away from the opening. See detail #2. * Mark the forms for intermediate column locations before pouring. Use a tape measure that will stretch the length of the wall and start setting bolts along the wall beginning in the corner with the symbol (C> - ). Make sure to take your measurements from the inside of the concrete forms. Make sure forms are straight and braced before pouring. * Concrete has to be wet enough to receive the bolts, but stiff enough to Bold the bolts in place. Placing bolts into concrete that is too wet could allow them to shift out of place. * Run the nut all the way onto the anchor bolt - 7 down. The nut will act as your depth gauge. Simply push the bolt into the wet concrete until it rests on the top of the template - the top of the bolt will be 2" above the top of the concrete. TEMPLATE SET ON TOP OF CONCRETE THE THREADS OF THE BOLT MUST START AT THE TOP OF THE CONCRETE 2" * Anchor bolt patterns can not be adjusted_ «.,11i 6„ 2 114" 8 1 /4'• ANCHOR BOLT TEMPLATE TOP VIEW ALIGN TEMPLATE WITH INSIDE EDGES — OF FORMS ON SIDEWALL & ENDWALL' ALIGN NOTCH AT CENTER OF TEMPLATE WITH COLUMN —\ CENTERLINE MARK FROM ANCHOR BOLT PLAN • ALIGN TEMPLATE WITH EDGE OF FORM AND EDGE OF NOTCH AT DOOR OPENING OG /Q eNOTCH ti� 9ll _, ,tctDE S+DEW PLC Lel v�RN pE® O J PMB G®RNER 1 DES vv w,v�, v,"•s CORNER OVERHEAD DOOR DETAIL # 1 JAMB DETAILS #2 WL- GORNER 1 DES P% 1 /2" LIP f w �I O• J Lu OVERHEAD DOOR CONCRETE JAMB DETAIL SCALE:I IIZ' 1'-0" ALIGN TEMPLATE WITH EDGE OF FORM - AND DIMENSION PER PLAN REVIEWED FOR CODE COMPL I q „ # 4 ST. LUCIE CC oel P BOCC COLUMN AS JAMB DETAIL #4 INTERMEDIATE CORNER DETAIL #3 DETAIL #1 u OFFICE PORT CHARLOTTE, FL JOB NO. 161-094476 R C O m O z N z 0 ®z m z 0 �o O 0 RAWNBY.- ALSATE: f 12/17/2019 HECKED 8Y: V.D. DATE. 1 /8/2020 REVISED DATE.' 3/16/2020 REVISED DATE: — REVISED DATE.• -- EV/SED DATE — SCALE.' AS NOTED SHEET NO. SB3 OF SB8 DocuSign. Envelope -ID: 30DB9AOD-EO2B-4152-B978-78D556Fl7FO6 " 7vo'7 -' 66 REVIEWED FOR 3ODE COMPLIANCE ST. LUCIE COUNTY BOCC 3� f20 FILE COPY SHEETINDEX A-1 floor plan A-2 floor plan A-3 elect A-4 elevs A-5 duct layout GN-1 general notes PROJECT DESCRIPTION A 1 STORYADDITION TO AN EXISTING SF RESIDENCE. ADDITION CONSISTS OF PRE-ENGINEERED WOOD BUILDING. ZONING INFORMATION: parcel id:3421-703-0132-000-4 RS-4 flood zone: X UTILITY INFORMATION: gas: n/a sewage: septic potable water: well AREA CALCULATIONS: conditioned living area 2,088 sf garage 348 sf covered rear porch 191 sf covered front porch 239 sf total building area 2,866 sf conditioned volume 1 20,462 cf ti ti E U C1 d E^,; C Y 0 C — O 0/ c� a '6 2w rQ°a'g�trn— 0m LO E �+ 022 m o N���a �1M �m 2) �'W 0c)I 0 c C 'J O U 03 LL LL U fY U w U LL W u, Y F- Ww O w W ❑ z a Z❑ J O N W co W � U Q \'M J W Q p W ❑ J ILL a Q� U a �. U z Z T ° m W IL 0 L w U) o LL v a / J L it a a w U— _ W _j c— o ❑ Z N z z Z w a z Z s a O m 0 NMQ W O_ J J a z z E E 8 W 0 a U b W o N Q a N 55 a floor plan 2/24/20 SHEET As 1 EDo5i9ncued by:�I� S (c E935FAF3OE92488... 3/27/2020 p1S P. AR97108 Sign Envelope ID: 3ODB9AOD-EO2B-4152-B978-7BD556F17FO6 EXTG FLOOR PLAN SCALE: 3/16"= P-0" cf "OR IANCE UNTY 622-0 OPY E U d O U CL L O U 01 C Q E m N ;D .r @ - C m _ r .N d" N -.) >�7 Dehti a) CO O f0 LL U LL 0 4- U r w O a' a 0 LL I O w a m rc 0 LL ❑ a w i ZLD a w N L �-- 0 ❑ w co Q J w ❑ J L.L Q G ( (D a i Z o m LL ® w J V ! LL LL L4-1 O 'Aw 11. U) a J g_ W w tt w w LL �/� U) D W r Z J r o Z N z w W z a ❑ N a N Z C7 t/) W N❑Q W J C F Z E E W � m � v 0 a W N Q o N o floor plan 2/24/20 SHEET A-2 00cu3i9n.d by: E935FnF3OE92"6... 3/27/2020 ,��,OF C2 GIS P. l/fie�'Ay. A897108 DocuSign Envelope ID: AA0B8D23-407A4852-93F7-D17B2F66186C ELECT PLAN NOTES: 1. SEE GENERAL NOTES 27 ON N-1. 2. GFI PER PLAN & GEN NOTE 27.4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER, - DISHWASHER, GARAGE DOOR OPENER. 3. PROVIDE DISCONNECTS FOR WATER HEATER, CU, AHU 4. ALL 120 VOLT BRANCH CIRCUITS SUPPLYING RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF - - THE BRANCH CIRCUIT (NEC 210.12(B)). ------------- sr E2 120V GFCI DUPLEX RECEPTACLE EXTG METER E3 120V RECEPTACLE recessed for tv - E4 240V RECEPTACLE O a� -- and v Uc 6 0 U d m O WW wU E5 120V GFCI DUPLEX RECEPTACLE w/ water protected box �o �t 3 3 o a F o o E6 240V RECEPTACLE- gene backf♦jed w/ panel lockout GEC TO CWP, LIFER, E7 120V RECEPTACLE -floor INTERSYSTEM E- ELECTRIC FOR LABLED APPLIANCE - L1 RECESSED CAN LIGHT I L2 FLUSH MOUNT CLG LIGHT - '' I WIRE SIZE BY ELECTRICAL L3 FLUSH LED STRIP LIGHT adCONTRACTOR L4 VANITY WALL LIGHT REPLACE EXTG OVHERHEAD L5. SHOP LIGHT SERVICE WITH NEW UNDERGROUND SERVICE 6' MIN. L6 CHANDELIER LIGHT - L7 PENDANT LIGHT L8 UNDER CABINET LIGHT - - - L9 EXTERIOR WALL SCONCE L10 WALL MOUNT READING LIGHT, ELECTRICAL RISER DIAGRAM L11 EXTERIOR MOTION DETECTOR LIGHT. SCALE: N.T.S. - L12 RECESSED CAN LIGHT -.wet location - S LIGHT SWITCH - EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented - - EXL EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit if unvented - FL FAN/ LIGHT COMBO _ FA FAN W/O LIGHT _ JS JUNCTION BOX SO SMOKE/CO2 DETECTOR- interconnected, hardwired w/battery _ TV TELEVISION CABLE. - I / i I / - W rc ' i n F V i I ! . W Lu W III \ .:'E2 E2 c W ------.------_---------.� N - : xv » w I. E1' �f LU i y z I / / / OH rOOR SID E1 W f M1 I IrC�II N I hJI W F ES II II E-HWH 1 E1 I.. E-AHU I, <.--------- - -- --- it SO E1 \\ _ �-- ------------- 6 _' SD W s? w SD W 1 SD E2 „ 4 ------- --. uE62 \\\ El E2 E2 E1 �Q E1 EX ------------------ E- REF E1 E2 LL1J I 1 uj I y`�El Qa? Y r _ F W N 0N N wTK' Iy N� W W W g . '€. y`S'cnl�.;�5.. �„�F p / �' _„ P,. �'� s#y i t'r`-4 k'a7y b '??fl >..,;� W ELECT PLAN SCALE:3/16"= V-0" r � rg .. / I3{srC{`tlL vv�.`, nk. REVIEWED FOR �§ CODE COMPLIANCE Electric Load Calculation -NEW HOUSE 220.12 General Lighting Load 3 vaffe of floor area, including unused space adaptable for future use. FloirArea= 2088Hr 6,264 va Basemen[Floor Area= fir va 220.52(A) Small Appliance Load 1500 va for each 20 amp branch circuit required per 210.I(C)(I) in EACH ktchen, pantry, breakfast room, dining room, or similar areas. It of Small Appliance Branch Circuits = 1500 va = 3,000 va 220.52S) Laundry Load If of Laundry Branch Circuits =0' 1500 va = 1,500 va Total General Lighting & Appliance Load= 10,764 va 220A2 Lighting Load Feeder Demand Factors First 3000 or less at 000% 3,000 va From Soot to 2,wcoo at35% 2,717 va Remainder over=c000 at 25% - va Total Lighting Demand Load= 5,717 va 220.54 Electric Clothes Dryers QtElectric Dryer#1 500 kw 5,000 Qw 0 ElectricD Dryer ker is 220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens. Qtyl ol Ikw Qtyl 0 kw Qtyl 01 1 E�Ikw Electric Cooking Demand Load= w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat#a kw AC#1/Geo 16 sEERT 4 ToT-1 SA weFixed Electric Space Heat#zFlints kw AC#1lGeo loveFixed Electric Space Heat#3kw AC#31Geo live Fixed Electric Space Heat#4kw AC#4/Geo live Fixed Electric Space Heat#5 AC#5/Geo - love Total Heat & AC Load = 5A78 va 220.14 Appliance load-Dwetting Units on, Description va(waLal 1 Water Heater 300 1 Dishwasher Lm0 1 Refngerotor L940 1 Microwave I I'm 0 0 0 Qty. Description va(wafts) it0 Total Connected Appliance Load = 4,520 va 220.53 Appliance load -Dwelling Units Total Appliance Demand Load = 3,390 va 220.50 Motor Loads @ 120 Volts Qty Description va we s) Qty Description va(wafts) i 1/3hpGar/DoorOpener 250 0 11/3hpGaPoage Disposal 250 0 - c 0 0 0 - Total Motor Load = 500 va 430.24 Several Motors or a Mcdcu(s) and Other Load(s) 25% of Largest Motor Load = 63 va Total Motor Demand Load = 663 va TOTAL. CALCULATED DEMAND LOAD in Volt-amperes =. 19,748 va TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1ph3W - ' 82 amps EXISTING SERVICE SIZE NEW AMPS MINIMUM SERVICE SIZE1 85 AMPS SERVICE SIZE REQUESTED =-amps Note: Electrical contractor to verify accuracy and completeness of load calculation. UCIE COUNTY BOCC Electric Load Calculation -EXTG HOUSE 220.12 General Lighting Load I LE 3 valor of floor area, including unused space adaptable for future use. Floor Area = 960 fe29 va Basement Floor Area= fe va 220.52(A) Small Appliance Load 1500 va for each 20 amp branch circuit required par 210.1(CX1) in EACH kitchen, Pantry, breakfast room, dining room, or similar areas. . # of Small Appliance Branch Circuits =[ ' 1500 va - 3,000 va 220.52(B) Laundry Load # of Laundry Branch Circuits =0' 1500 va - - va Total General Lighting & Appliance Load= 5,880 va 2.20.42 Lighting Load Feeder Demand Factors First 3000 or less at a00% 3,000 va From 3001 to=W,000 at 35% 1,008 va Remainder over 12o,poo at 25% - va Total Lighting Demand Load= 4,008 va 220.54 Electric Clothes Dryers CRYo Electric Dryer #1 kw Is Qtyl0 Electric Dryer - kw = w 220.55 E lectric Cooking -Ranges, Stove Tops and Wall Ovens Qty 1 Elechic Rarge Nameplate 11.00 kw Qty 0 kw Oflyl 0 kw Electric Cooking Demand Load- 8,000 w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat#¢ 7.5 kw AC#4lGeo 16SEER 2.STon 3.6 love Fixed Electric Space Heat#z kw AC#z/Geo kva Fixed Electric Space Heat#3 - kw AC#3/Geo kva Eixed Electric Space Heat#4 kw AC#4/Geo love Fixed Electric Space Heat #5 - kw AC#5/Geo - love Total Heat & AC Load = 11,081 va 220.14 Appliance load -Dwelling Units Oty Description va(watts) 1 Water Heater 300 1 Dishwasher 1200 0 I!Microwave 1,SB0 0 0 co r- r E O V U E ...: Q w C = U (D 0. = �, O .� E p=0 tco� . m�•� ..CL .. 65 Mvm0,0a)Q Zt;-C40 fA "i to a) C:.t. c) N LL aL U U U W X U LL U W a N S 0 LL W 0. W W 0 2 a O > N W L_ r 0 ` • (i� ZZ� L Q U y � U Z i a� m W CL w _0 � o VI LL LL o NW LL �n U)``�^ o a 3� W W C Z -I."W CY) a Q w W LL U)!!^^ S N W r J o Z_ N U Z U z W W w (0 I I � z a ' a I Z W O a J a c m F w E E 8 m v O a W o N n � a elect 2/24/20 SHEET A-3 EDee 8 gned by: Vuan �c u� E935FAF3OF92486... 3,080 va 3/26/2020 220.53 Appliance load_13welling Units Total Appliance Demand Load = 3,080 va 220.50 Motor Loads @ 120 Volts Qty Description va(wans) Qty Description va(watts) 0 V3h Gar/DoorOpener - 0 11/3h Garbage Dieppe 250 0 - F(O�'O 0 0 0 g Total Motor = 250 �PA�OF P. LIP, y� 43024 Load Several Motors or a Motors) Other Load(s) 25% Largest Motor Load = ve 63 t�G1S and of Total Motor Demand Load = va 313 va • - * - TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 26,481 va AR97108 r TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1ph3W = EXISTING 110 amps �C's4'ED SERVICE SIZE NEW AMPS MINIMUM SERVICE SIZE 110 AMPS SERVICE SIZE REQUESTED=®amps Note: Electrical contractor to verify accuracy and completeness of load calculation. DocuSign Envelope ID: AAOB8D23-407A-4852-93F7-D17B2F66186C TO NEW SEI zh PLUMBING DIAGRAM SCALE: 1/8"= 1'-0" ELEVATION @ ADDITION ATTACMENT- EXTG SCALL 1/4"= 1'-0" ELEVATION @ ADDITION ATTACMENT- OPENING ALTERATIONS SCALE: 1/4"= 1'-O" I 1 NEW IIDOOR i. NEW ADDITION, FASTENING TO EXTG STRUCTURE PER PEE DRAWINGS NEW DOOR, USE EXTG LINTEL E c r r V G� E U �. V u�c— 4 = V n C!v 0C140 '� 0 UMW = 0 ¢ aCD o �v m M m p C1y N� O) E—NZ.N •� iCN� w o� +.Y N U tCC u- LL U v- U F U w O a U LL U W a N V! 2 F O LL ❑ W a 0 J W D W ❑ Z 4 Z w O N00 W (0') J Z J LL Q w N z Z L � m W d 0 w O W u- O � U) O a J_ w Q r— w W LL U) E2 W V- z J o Z N U z Z /_)�^ V W w CZQ7 a❑❑ Q z 2 5 a IN Z C w W ❑ UQQl W JJ Q C F- Z E E w � m � v 0 a W Q N N ❑ ih ❑ N elevs 2/24/20 SHEET - EXTG TOP OF SLAB ON GRADE I - _ EXTG GRADE C:P. E85FAF30E821B8... 3/26/2020 " (AR97108 FF C O R P. L1Fe� .9 ELEVATION @ ADDITION ATTACMENT PROPOSED SCALE: 1/4"= 1'-0'D ARG� DocuSign Envelope ID: AAOB8D23407A-4852-93F7-D17B2F66186C C E r` O U C« 2 O N U c ° O — 0 E Y ' may. Q nCD V t rnm��� C m. G N m 4' CO N d CN r Y 0 0 c N UU- LL V U U w ° Z w 0 N J o w 0 M Q J W ° J LL a Q w z Z Z a� m W Z W iA vWY, LL LL ° 4-0 VJ a J � 45 0 0) a Q r— w LL U W Z J o Ur ti Z N Z C ° a J J Q 0 D FOR PLIANCE .=NTY C OPY z Z W 0 W a 0 0 duct layout 2/24/20 SHEET Reviewed & approved COomftned by fVr" bt�O� EOMFAFWE92488.. 3/26/2020 DUCT LAYOUT SCALE: NTS DocuSign Envelope to: AAOB8023-407A-4852-93F7-017B2F66186C - BASIS OF STRUCTURAL DESIGN: S1OIL BEARING: 2500 psf (assumed) . WIND: 160mph (ultimate), risk category 2, exposure B, wind bome debri region, .18 enclosed design FROST DEPTH: 12" 1 - STRUCTURAL LOADS ARE PER PEMB DRAWINGS WIND PRESSURES COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA (SF) 160 1 10.0 15.9 -25.0 1 20.0 14.5 -24.0 1 50.0 12.7 -23.0 1 100.0 11.2 -22.0 Roof 7 2 10.0 15.9 -44.0 > to 27 2 20.0 14.5 -40.0 degrees 2 50.0 12.7 -35.0 2 100.0 11.2 -32.0 3 10.0 1 15.9 -65.0 3 20.0 14.5 -60.0 3 50.0 12.7 -55.0 3 100.0 11.2 -51.0 4 10.0 27.7 -30.0 4 20.0 26.4 -28.0 4 50.0 24.7 -27.0 4 100.0 1 23.5 -25.0 Wall 4 500.0 20.6 -22.0 5 10.0 27.7 -37.0 5 20.0 26.4 -34.0 5 50.0 24.7 -31.0 5 100.0 23.5 -28.tl 5 500.0 20.6 -22.0 Garage Door 9'x7' 24.3 27.5 I 16'x7' I : -26.0 1 adjustment factor used WALLS _# m o " Os10' t _ GABLE ROOFS 0 5 1o' -'IY'I'_*_ 1't m E gym' ma �, 1W<0 s45' s ` GABLE ROOFS 10' <0 s 45' HIP ROOFS 10'<0530" Note: a = 4 feet in all cases. lft�j 10'<Os3W GENERAL NOTES- residential 1. CODE COMPLIANCE: 16. CONCRETE MASONRY: 1A. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the 16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13f MS 402-13, "BUILDING CODE REQ FOR construction of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES": agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing 16.2. MASONRY STRENGTH (fm DESIGN) UNO:. codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following: -BLOCK STRENGTH = 1900, ASTM C90 2017 FBC: RESIDENTIAL, 6th ad -MORTAR STRENGTH = 1800, TYPE S 2017 FBC: ENERGY CONSERVATION, 6th ad -GROUT STRENGTH = 2000 2014 NATIONAL ELECTRIC CODE 16.3. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A COMPRESSIVE STRENGTH OF 3000 PSI. ROUTS LL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. S G HA R Q 2. ALL GENERAL NOTES USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR - GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION - DOWN 1-1/2" BELOW TOP OF BLOCKAT GROUT LIFT JOINTS AND ATCONCRETE PLACED OVER MASONRY. DOCUMENTS. 16.4.. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED 2.2:. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS SUBCONTRACTORS AND BU LT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE I E C S U G O AND SUPPLIERS ENGAGED IN EXECUTION CUTION OF WORK ON THESE PLANS. LI E P 1 .1 TOLERANCES SPECIFIED IN ACI 531. AND 530 2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE' SET OF ORAWINGSAND ADDENDUM'S TOA L GE C L 185. REINFORCING BA P TH I L FT EL UNLESS NOTED OTHERWISE AND BARS SHALL BE LACED IN E MIDDLE E O HE CELLS, U L SS O ED SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION FAILURE TO DO - NOT. MOVE DURING GROUTING. SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR, ANY COSTS ARISING TO CORRECT THE 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY! THE RESPONSIBLE PARTY. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA - JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED CONTRACTOR BEFORE PROCEEDING WITH ANY WORK ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS,. EA CELL WITHIN 16" OF JAMBS FOR 3. ARCHITECT & CONTRACTOR RELATIONSHIP OPENINGS WIDER THAN 12`, BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS. USE #5 @ 48" OC. WALL RELATIONSHIP, THE ARCHITECTISAN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO. 8" TOLERANCE ALLOWED ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR #6BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED. BY THE CODES BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED; OA LINTEL LENGTH IS +/_ AS LONG AS MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO MIN BRG IS MET. DOORIWINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. DIFFERENT THAN THE ARCHITECT. 16.10. LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO - CONTROL CRACKING. 4• WORKMANSHIP: 16.11. BOND7TIE BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL 4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT RESPECTIVE TRADES. CHANGES IN BOND BEAM ELEVATION. 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8'W CAST CONC WI (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. S. COORDINATION: 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. 17. FOUNDATIONS: 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TC BE CLEAN THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN $0 FAR AS IT AFFECTS THE TRADES; ALL TRADES SHALL GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURE@ IN 12" LIFTS. AT - INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL f@ BE TESTED BY UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY& RE§PMEND SITE PREP. 17.Z DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BEE@W WITH BARS OF 6. ABBREVIATIONS: - - THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR FACO VERTICAL 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE, USED IN THESE DRAWINGS AND SPE§IEICATIONS. REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PEII API 318 OR FBC UNO. For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 A- ®VE. FOR MISSED 7. CONDITIONS NOT DETAILED: EMBEDDED DOWEL, EPDXY EMBED W/ 118" OVERSIZED HOLE DIM., 6" EMBED W( CL OLE 7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CON CTOR ON HOW TO 17.3. P CHAIRS OVER 6 BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x610/10 WWF MIN WITH MESI PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVE OTIFY ARCHITECT IF A CTED GRADE UNO. MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COM CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL; ARCHITECT IS NOT LIABLE FOR WO IS NOT S. SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT COR DETAILED/SPETHAT ARCHITECT. DRAWINGS HAVE A DETAILED SPECIFICATION FOR ERTAIN PRODUCT, 17.4. LAPS AS PER CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, CONTRACTOR MAY R Q CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS H I A GENERIC RIVERS BARS TO STA D V P N TED E ELO MENT LENGTH IF NOTED OR 48x BAR DIAMETER MI UNO. 30" MIN SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECK D WITHOUT APPROVAL MATCH LONGITUDINAL REBAR. BYARCHITECT. 17:5. SUGGESTION TO PROVIDE A 4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACfEQ DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE. 8. VERIFY SITE INFORMATION: 17.6. SOIL AND SUBGRADE IS 70 BE TERMITE TREATED. 8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED 17.7. SLAB FINISHES UNO: CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK -MAIN BUILDING: STEEL TROWEL FINISH BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY - -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PERTHESTRUCTURAL DESIGN. - -DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM - 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/87FT. 9. PRIOR TO ANY EXCAVATION WORK: 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM 9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING,AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, 17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4"-.VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR. UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIESAND INFORM THEM OF THE IMPENDING 17.11. COLUMNIWALL AND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX. 10. DIMENSIONS: 18. STRUCTURAL STEEL: 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE'ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTMA-53, TYPE E (Fy = 35 DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS FOR KSI). WORK TOEXISITING BUILDINGS. 18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING IN ACCORDANCE WITH AWS D1.1 11. HEIGHT ELEVATIONS: "STRUCTURAL WELDING CODE". USE E70XX ELECTRODES LINO. . 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION U-0" (BUILDING ELEVATIONS MAY 18.3. ALL STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. BE NOTED AS "BLDG EL " OR "EL. _" OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. - ALL BOLTED CONNECTIONS SHALL CONFORM TO ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL_"OR "_ NAVD" OR "+X.X' ". CONSULTARCHITECT INSTITUTE OF STEEL CONSTRUCTION. FOR ANY QUESTIONABLE LOCATIONS PRIOR TOCONSTRUCTING. 18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD). 18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT. 12. AMBIGUITY: 18.7. .GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT SHALL INTERPRET THE CONSTRUCTION DOCUMENTS. 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 GA 13. FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS: 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE.(NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY 20. HVAC: -- - OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN - 20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR AND APPROVED BY THE SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONAND ARCHITECT'S SPECS, 20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR VERIFY W/ ARCHITECT. - CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO MANUFACTURER'S SPECIFICATIONS. CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF 21. WOOD FRAMING CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION 21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KD 19% (Fb FOR .DOCUMENTS. - - LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM TO 14. GENERAL STRUCTURAL THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND 14.1. ONCE SIGNED& SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. U S Q C ED. WALLS) TO BE #2 S.P.F. OR BETTER, 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE _ CCA RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE 21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS: NECESSARY METHODS AND SUPPORTS REGARDING FORMING. AND CONSTRUCTION LOADS, TEMPORARY BRACING -2x4-10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL -2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. - AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL. SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION -2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. PHASE LOADS. -2x12- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER 14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND START OF -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 112" PLY SPACER USED CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. 21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, 14.4. SPECIFIC PRODUCT DATA MUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE ETC.: ROOFS OR STONE ON RAISED FLOORS. -FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) 15. CAST -IN -PLACE CONCRETE -SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS 21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANSAND 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA 24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb =. 2,400 PSI; Fv = 190 PSI, MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE STRENGTH: LATEST AMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL -OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN LINO BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBERAND -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN LINO TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN➢200. ERECT. WITH CROWN OR CAMBER UP. -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LINO IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER. SHALL MAINTAIN 15.3. CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT ON -GRADE WHICH SHALL HAVE MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH. WITH MINIMUM CAMBER STATEDABOVE. 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI' 318-14, ACI-315 21.6.. LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S 15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. INSTRUCTIONS. - ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF 211. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS ToATTACHTO CONC THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4' x 2.75" TAPCON @ 32' BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF -OC18" ENDS. - NOT NOTED VERIFY W/ ARCHITECT 21.& ALL WOOD NAILING AS PER FBC R 602.3 LINO. 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC.; PRIOR TO PLACING CONCRETE. 22 FI W (GOD SHEATHING! 15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. 22.1. ALL PLYWOOD SHALL 96 G D OR G G 81 lEA,Ti RIG. INSTALL P6)(W009 WITI 1 FACE GRAIN PGRPGNDIGW6AR START INITIAL CURING AS SOON AS FREE WATER HAS! DISAPPEARED FROM THE CONCRETE SURFACE AFTER TO SUPPORTS, PROVIDE 81=0GKING AT PANEL EDGES WHERE INDICATED ON THE PLAMS. PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 22.Z UPPER PANE68 TO BE ATTAGI lEE) TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATEAND TO RIM PROCEDURES. PERFORM (CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY jOIST nT BOTTOM OF WALL. PROVIDE MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 22A. 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS NI All S c" DIET D WEDGE, VEDGE WITHIN A. Dc CORNERS - THAN THAT REQUIRED BYAC1318: 22.4. FOR ROOF USE 618"P6YW901) AND ad RINGSHANK GALV NAILS. SPAGE NA16S 6"FIELD, 6- EDGE, 4- EDGE -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3- WITIHINA DE EAAb ESIRIDDGECS/GAS169133 -CONCRETE EXPOSED TO EARTH OR WEATHER #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2" • 15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL SPACE FASTENERS S" EIEI n S" EDGE DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THATTHE ENCLOSED AREA DOES NOT EXCEED 260 ONll Y A AIMED WHERE TRUSS ENGINEERING SPECIFIES. SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL. BE NON -EXTRUDED PREMOLDED MATERIAL OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D17511) 15.10. CONSTRUCTION. JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC. NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL. 15.11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLY ASH CONTENT. 15.12. VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS: PLACE VERTICAL REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR F®C UNO. -TIESISTIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF tl2 TIE SPACING 15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCHITECTS APPROVAL, 23 23.1. PETRUSSES! rIrLI) VrmRIFY- WITH ARCHITEGT EXACT LOCATION ANID GGNFIGWPA�PION BEFORE MODIFYING EXISTING ABBREVIATIONS: TRUSSES. DO NOT G6FTANY FRAMING MEMBERS OR T-RWSSES WITHOUT- EXPRESS WRP*E41AUTHQR4Y AB ANCHOR BOLT FROM THE ENGINEER AND ARGH'TEGT-. A/C AIR CONDITIONER non oc E) VER EX 01 En olnn S nc N EW PRc rN'Q'O cc RED TD SSES PDInR Tn Cnn STR GT Nlc. AHU AIR HANDLING UNIT .. GONTRACTOR TO SUBMI kING TO ARGHITEGT TO REVIEW FORADI GFIENCE WITH AT ACOUSTICAL TILE 23.4. TRUSS CONFIGURATION DRAWN ARE SGI IEMA,TIG QN16-Y, HOWEVER THE SIJPPORTWG-S�� B.M. BENCH MARK BEEN DESIGNED UNDER T-1 !I= ASSUMPTIONTHE FRAMING SGHEME SHOW04 WILL GLOSIE=12YAARA� BM BEAM FINAL LAYn T MY MFR EXACT TRUSS WEB, GI nANDODSIZES AND I WO IT nDE TO RE. DETERMINED -BY -THE BC BOTTOM CHORD MFR. TRUSS MFR TO DESIGN ANY PERMANENT Don GING REQUIRED FOR STASH ITy BILK BLOCK A66 TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SE-A6ED TRUSS DIAGRAkMS PROVIDINGBO BY OWNER • _ BOTT BOTTOM TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIF OF THE TRUSS BP BOTTOM PLATE ANGI 10148 GAL -LEE) OUT ON THE CONSTRUGTION DRAWINGS MEET OR EXCEED THE UPLIFT VA6UES ON THE TRUSS ENGINEERING ANY TRUSS ANGHORS GALLED OUT THATARE OF INSUFFIGIII GAPAGI CJ CONTROL (CONSTRUCTION) JOINT SLIM ( D DRAUGHT TO THE ATTENTION nE T1I ADGHIT GT FOR SUBSTIT IT1An ol-",EE��,.�-P,T,E-,T,TE..,.�„E-,,,�,.,r"'�,o,.r CL CENTER LINE 23.6. BRINGE BO:FTOM GHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE GONTINUOUS 'RAT RIJN. CLG CEILING. I ATCDn PRnCc PcoPEN nl IlGAR TO BG n.,w @ "o. nG (2) •Ina NAILS FA RG. CLR CLEAR m T PDEEADRIGATEDW 013 TRUSSES, InISTS AND GIRDED TD SSES cu'ALL: I o DESIGNED TO SUPPORT CMU CONCRETE MASONRY UNIT �HEIR gri-rOlEIGHT, PLUS LIVE LOAD AND SupripiMPOSED DEAD LOADS. CO .CONNECTOR Inl TO, n D EITHER P Rn c OR PERPEN n G 1 AD TO THE SPAN n N MEG!1AILA nN n OTHER COL COLUMN EQYIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG SHEARWA66 UPLIFT AND DOWNWARD FORGES, CONS CONCRETE CONT CONTINUOUS APGH TEGT Rn DRAWINGS (DR GAC AT nN D MINIMUM nn I�OWAB E 61 EnuDe R Sn I nE PSI,CU CONDENSING UNIT OR COPPER BRIDGING SIZE AND SPACING SHA6L BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CW COLD WATER CXN CONNECTION SEA16ED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPEGIAL DETAILS REQUIRED AT BEARING POINTS. ALL GONNEGTORS SHA66 HAVE GURRENT IGBG APPRGVAI=. T! IE MFR SHAI=6 DESIGN D NAIL SIZE (PENNY) GONNEGTION OF TRUSS REQUIRING PREFABRIGATED HARDWARE HANGER OR OTHER-. DIF DRINKING FOUNTAIN 23.8. FABRIGAT49RTO SUBMIT SHOP DRAWINGS AND GALGIJ6kFIGNS FORALL ELEMENTS OVER SIGPWTWRE DIA DIAMETER AND SEAL OF FLORIDAENGINEER (6PEGIALT*ENGINEER). SPECIALTY ENGINEER MAY SUBMIT DIM DIMENSION PREFERRED CONNECTIONAND QTHFR IDFTAILSIF DIFFERENT FROM SAME ON DRAWINGS -FOR DI$P DISPOSAL APPROVAL. DN DOWN DR DRYER 24. CONNECTORS/FASTENERS: DTL DETAIL 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HOG OR ZMAX COATED IF UNEXPOSED TO DW DRIVEWAY WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT E' "F EXISTING VALUE IS.>_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON EACH LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EEA J EXPANSION JOINT NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EL BUILDING ELEVATION EITHER UNLESS SPECIFIED BYARCHITECT. ELECT ELECTRICAL - ELEV ELEVATOR OR ELEVATION 26. DOORS AND WINDOWS: - EW EACH WAY 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PlE)y MFR'S EWC ELECTRIC WATER COOLER SPECIFICATION/ PRODUCT APPROVAL. - EWH ELECTRIC WATER HEATER 26.2. PT1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON @R 6DCASE EXP EXPOSED HARD NAILS OR T NAILS @ 12"/3" END.. ATTACH TO MASONRY/CONC W/ADHESIVE & RECE§§ED 3/16.W. EXT EXTERIOR MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC EXTG EXISTING W/ADHESIVE & RECESSED 1/4"x31/4" MIN TAPCON "/4" END. 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @.SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM F1 FOOTING #1 ENDS: WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER: 2x6 @ TOP TO LINTEL W/ 1/4". � 2 75- FA FASTENER TAPCONS STAG @ 24" OC. FD FIELD (FLOOR) DRAIN 26.4. - CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO -CONSTRUCT( FE FIRE EXTINGUISHER -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE he R308.4) FF FINISH FLOOR 26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS)WINDOWS. FIN FINISH 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK S ' LID WOOD AS FLR FLOOR PER FBC R 302.5.1. I FP FIRE PROTECTION 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMNAAMA DOCUMENTS. EPS EXPANDED POLYSTYRENE X& GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25 FTG FOOTING 26.9. SIZES ARE NOMINAL AND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. FT FOOT (OR FEET) 27. ELECTRICAL & LIGHTING NOTES - GALV GALVANIZED 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND GFI GROUND FAULT INDICATOR EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE GSF GROSS SQUARE FEET ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. GWH GAS WATER HEATER 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. GWB GYPSUM WALL BOARD 27.1 PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902. 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. HB HOSE BIB 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.. HC HOLLOW CORE 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314. HDG HOT DIPPED GALVANIZED 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. HORIZ HORIZONTAL 27.8. PROVIDE POWER RECEPTACLE &LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. HW HOT WATERHWH HOT WATER HEATER 28. PLUMBING: 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL IN INCH BE DETERMINED BYA LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS INT INTERIOR PROVIDED PLUMBING CONTRACTOR TO VERIFY. 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUTISIZING SHALL BE BY LICENSED SEPTIC JT JOINT CONTRACTOR AND ADHERE TO 64E-6, FA.C. 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. MAX MAXIMUM MEP MECH/ELECT/PLUMB 29. ROOF PENETRATIONS: MFR MANUFACTURER 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER MIN MINIMUM DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT MO MASONRY OPENING MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE MW MICROWAVE ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. NIC NOT IN CONTRACT 30. NTS NOT TO SCALE NSF NET SQUARE FEET 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: L-1 LINTEL #1 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 LF LINEAL FOOT 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 31.4. WALLICLG FLAME SPREAD: <200, WALUCLG.SMOKE DEVELOPED: <450 OA OVERALL OC ON CENTER 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: OAS OR APPROVED SIMILAR 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY PL PROPERTY LINE OR PLATE 33. MISC: PLY PLYWOOD 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. - PT PRESSURE TREATED Pon GUARDRAILS AS PER coG R312 - PVC. POLYVINYL CHLORIDE 33O STARWAV AC PER FBGD MEP SYSTEMS n'.. SEE AS PER ERG R322.1.6. R RADIUS 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1, R/A RETURN AIR USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. RCB REINFORCED CONCRETE BEAM 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. RCC REINFORCED CONCRETE COLUMN 33.7. IGNITIONBARRIER NOT REQUIRED (RED FOR FOAM IN ATTIC UNO. QU O SPRAY RD ROOF DRAIN 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. REF REFRIGERATOR ' PROVIDE DRAFT STOPPING 1PITHE FORM ' " PLY OR GWB TO FLOOR GEILING ASSE11.1131.4rwR GRrAT-rR F REINFORCING THe a 00AI 0E ASPER FBG Rona "n REQ REQU WIN RIGHT-OF-WAY 34. FINISHES: RTU ROOF TOP UNIT 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREA ABOVE. GARAGE S. SIMPSON (MFR) SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS SBS STYRENE BUTADIENE STYRENE PER FBC R302.6. SEE DOOR GEN NOTE 26.6. SEL SITE ELEVATION 34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 518" SF SQUARE FOOT STUCCO ON RIBBED LATH. ATTACHTO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC Sim SIMILAR W11-314" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE A SK SINK VINYL CONTROL JOINT IN STUCCO. SOG SLAB ON GRADE 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTERMOIST/BC. SS STAINLESS STEEL TO CHANGE ORIENTATION USE 2x4 FLAT PURLING ATTACHED TO EA RAFTERMOISTIBC W/ (2)16D NAIL. STAG STAGGERED -TED TO BE DETERMINED TC TOPCHORD THE TO MATCH EXISTING REVIEWED FOR Toe TOP OF BEAM O UMN CODE COMPLIANCE TP$ TOP PLFATE B ST. LUCIE COUNTY TYP TnPCA PLASTIC OLEFIN BOCC UG UNDER GROUND _ LINO UNLESS NOTED OTHERWISE VB VAPOR BARRIER - VERT VERTICAL VTR VENT THRU ROOF FILE COPY WA WASHER MACHINE WP WATERPROOF WD WOOD WWF WELDED WIRE FABRICIMESH # POUND OR NUMBER I- 0 o 0) CLw _ OV N C 0 � C7 - (n � to .5 Q "', . aC) � 0)-a + IM CE, � C Co__ =0 d � C`-) 0) CV z 'LM ~�0 �to �+I: in O L_L 0 L to LL � M 0 U a W a 0 LL w y 6 0 9 Z < 0 O o N W I- 00 r 0 C Q CYI) � Q J w z J LL < Q ^' W W w m z Z 5 W a z ® If w ❑ /� �/ r V / O 4 o WN LL 1.1_ p�'t/"''� U) a ❑ a J w � Q' W w 1 LL �/� W N m W i z z fJn V � 0 rw- 0 z N z ``J v z z � 9 � a¢ a GO z 0 w a 0 J < 42 Z E m � m 2 9 0 n Ld N < 0 N ro 0 w general notes 2/24120 �NEET EDoco3lgned by: rutbI y E935FAF3OE92486... 3/26/2020 �OFCO/Q '1O F .- /d . � .eP .:-*- AR97108 ,