The URL can be used to link to this page

Home My WebLink AboutBuilding Plans5 PROJECT DESCRIPTION SHEET INDEX NEW CONSTRUCTION OFA1 STORY A-1 floor plan A-2 elevs/ foundation A-3 elect/ framing A-4 general notes RESIDENCE ON A VACANT LOT. ZONING INFORMATION: parcel id: 3402-610-0390-000-6 RS-4 (unincorporated St Lucie County) lot (approx.): 80'x124' flood zone: X UTILITY INFORMATION: gas: n/a sewage: septic , potable water: well DOOR OVERHEAD9 ALL b 42,46 N/A ICLOPAY 84A FL 5684.4''. P !. AREA CALCULATIONS: DOOR GLASS SLIDER ALL 60,-60 IMPACT PGT SGD-5570 NOA 17-0420.16 EMEM W " NIA PGT 1.25 x3.25"x.100" NOA 17.06 I'm " ^ WINDOW MULLION ALL 79.6 30.01 '. ,t `''r$' ATTIC VENTILATION CALL 1. 'ID' as per door & window schedule, or all meaning worst caseof all similar Items of that type. MIN 2. If building cip are left blank -see door & window schedule or design pressure chart.. • • .I 3. This affidavit is only to verify product's compliance with wind loads. ATTIC ID' " • ' • • • 4. Unless products are specifically submittedfor verification n b contractor, or th ey are assum ed. I - 5. If glass type is not specified more than impact', may use any of the Impact glass type in the install instructions to achieve the stated building design pressures. t building desi gn pressures. � 6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated g g p conditioned living area 1,536 sf garage 481 sf covered rear porch 648 sf covered front porch 78 sf total building area 2,743 sf allowable building area 3,000 sf lot area 10,000 sf conditioned volume 18.804 cf 7. I have reviewed the above components or cladding and Lhave approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. _ I j 54' 18'-2" I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — WALL LEGEND I I s I I i I I I I I I I PORCH I I L TA 3/4 11-1 116 18'-2" 6-4" 4 Ills I 4 DS WINDOW/;LINTEL SCHEDULE I 3'-4' 13'-938" 2'B. • Oo ACTUAL TYE NOTES LU f o z F.W2 +28.1-30.3' (2) 3-0 5-2 8-0 CAST C 1 B" OO x I RETE LINTEL SF16 18/1T DBCS.HUB.R.3 SAILING I I TEt,4j�'fki6 �16,18J,( � � o, I Y d W4 +28:1-303 3 Q 40 8-0 CAST CRETE LINTEL 8F16-1B/1T S,HUNG E : �t ga,'1 I M.B.R LIVING a U. W8 +2&3 30.3 3-0 2-0 8-0 CAST CRETE LINTEL 8F16-1B/1T S.HUNG SEE GEN NOTE 26 Ev -P + ...., pantry eo 2-e -0 DOOR/ LINTEL SCHEDULE I 1 4 - g i� K•. 3' .. I - _ - __ _3 - B 2 L___.. __ _._ _._ __ __ __ __ _ __ __ I D2 +23.6 -26.3 16-0 CAST CRETE LINTEL 8F16-1B/1T OVERHEAD DOOR / EGRESSABLE 2-4x8-o 2-Sze-o SK D4 +26.7-28.4 6-0 8-0 CAST CRETE LINTEL SRF14-1B 1T D SWING 1 LITE GLASS PANEL 4'-61/4" '-z" 4'-e 1/4" '-6112' 'He SEE GEC E LINTEL':8RF14 16/1Tz .,"„„m a ,.. • '. , ,'.x, tit.,::.;F -. ,� n.:e.t :-�I pantry 2A I i NNOTE 26 � q o �. CLST 2y N N CLST 1 aes a' TYP IfV SLOPE AS PER ELEV IS N ❑ i 01 B.R.2 I ROOF/ UNDERLAYMENTI SHEATHING AS PER GENERAL SPECS- METAL DRIP EDGE TBD BY ROOFING CONTRATOR Y PE TRUSS AS PER FRAMING PLANS- M I ry 5- a .B.A y ih INSULATION AS PER GENERAL SPECS "' 2•Bz8-0 2' 12'A ill„ I - m 2 SEE FRAMING PLANS OR O S < O HWH 21 CONNECTOR SCHEDULE ^ y SEE BRQ LEGEND I 4'•6 5'-10" I 5 8" 9 t 7 8" /,s'._ &ELEVATIONS AL PT OR CEDAR FASCIATO TRUSS 2' I CLG AS PER GENERAL SPECS &FLOOR PLAN e I ENTRY PORCH METAL DRIP OVER PT WOOD .DRIP OVER rr ENDS W/ (2) led NAIL, 4- TRUSS HEEL F 4 MASONRY BOND BEAM & I'— 2❑ I I I — — — — — — — — - EXTERIOR SOFFIT AS PER GENERAL SPECS REF AS PER GENERAL _I L — — — J SPECS 8' 4" V-4 7' 1'-4" LINTELS AS PER DOOR/WINDOW/LINTEL SCHEDULE CIIJ > INTERIOR MONO GARAGE __ FLOOR PLAN NOTES: .WALLAS PER GENERAL SPECS I N 1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS. W Y I 2. EXTERIOR. DIMENSIONS ARE TO STRUCTURE. 3 FOOTING C r* ° RB/RECESS :. GENERAL SPECS: A-1 — — — — — — — — — — — - — — — -- - — I FLOOR PLAN KEYNOTES: I l} i I 1. PEAK OF VAULTED CEILING LINTEL AS PER WINDOW/DOOR GENERAL NOTES: A-4 ° r: %' 2.22"x30" RO MIN ATTICACCESS SCHEDULE 3. TYP COLUMN- 12x12x8 CMU, (4) #5. VERT, #3 TIE @ 12" OC. I � � W_- - 4. TYP COLUMN- 16"xl6" FROM 8x8xl6 CMU, #5 VERT EA CELL DOOR & WINDOW BUCKAS I HB / PER GEN NOTE 26.2 WALL REF AS PER GENERAL SPECS & GEN x l NOTE 16.8, DOWELS PER GEN NOTE 17.2 I i FLASHING AND SEALING AS SOG/FILL/COMPCTIION AS PER PER GEN NOTE 26.7 FOUNDATON PLAN AND GENERAL NOTES 1� I .� FOOTING AS PER FOUNDATION PLAN &FOOTING i I - WINDOW FRAME W/ FLANGE, • ° ° - I i ATTACH TOMASONRY/CONC AS SCHEDULE Z I. I I , REVIEWED FOR PER MFR SPECS . ___. SCHEDLE-REINFORCEMENT AS PER FOOTING � �. _— _.--- _- — — SILL CASTCRET E D2 HlWind MASONRYSL CODE COMPLIANCE ' III GRADE AS PER SITE PLAN EXT 'L}t:•'� INT • : •a : I 21'4° — .ST. LUCIE COUNTY G •• d, w_ BOCC i TYP WALL SECTION FLOOR PLAN TYP OPENING BUCK DETAIL. >T SCALE: 1"= V-0" SCALE: 1/2 V-0" SCALE: 1/4"=1'-V' ID DESCRPTION SPECS T KNES3 ZFLOOR PLAN REINFORCED CMU WALL W/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 , : 9" REINFORCED CMU WALL WO/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 8" REINFORCED CMU COLUMN SEE FLOOR PLAN VARIES gingilimmm NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" 2t LOAD BEARING 2x4 WALL SEE BRO WALL DETAIL 4.5" o E q U E 0r _ p H v U O. c— C . Co M Lr: E o " a o cl; L'A m o N E 0 t"•) r�_ 0y 2Y0r.._ ID N 0 . C J _jLL Ix U a V I% W W O a W !7 0 0 a J O w z w N 0 0) U Z W c V Z 0 U. m W 0 0 V 0 a W 0 W Z �d W Q >i O w N O 0 0 Q a W Z Cca z V ~ W 0 0-5 1 i) �d o. z ~ c E W 8 2 v O U a 0 0 floor plan 8/14119 S H E'E T Awl P. LI ;7 AR97108 ;'h 5/12 A.SHINGLE$ r x-'' c --� i'c ::-ss �- rx - c x i ._x``_x — r -3-, ...x, r'z'--^.r 4�-X- 9-4 .�. -.-� � i''s�'_"' _ x .,:x`�+__-.--Y..-rs-��x r-•-r..-ti��' �.� � �x�— -r.^ �_,,��S ��__�__�..a-x`"� ___ Y -ss ... 1 '3""•"^w".'.'T�'R_R'_ ' �"-�_l _" "t�T� C %..Y. Y .. Y.... Y ..Y.: .. C Tom` 'S.0 Y Y. ....: ..... ..... ..... El Lje. ......._:. ..... ....._. ..._...I _.__ __._.__ - ...... _...... _-. _--------- _---------- _ _......... ... ...... ............ ....:_.-_ . _ ..... ._..-.......... _. ._ ......... ..... _ ..... 18�2" 17 8 1 '-2' { NEST ELEVATION SCALE. 3/16"=1'-0' ag 0 viWIN a a"1 aaa e'.r-r� ' F3 F3 F3 F3 � .`- �-:-.r�� '� .:-r'' r-max-'-r--x"� 1 z � �: x-x -xi-X ti_ i N s -. -r' r r 's '. r Y j _,x"T'.-s- �T-_ ---a-`- ,91e SOG xr-•-r r. • 4 ° .. ... :.. __.:..r. /-, ,rx-x--- -�`-s: c•schr .,-,..:z'- '^...*�-'-'-. ..X_. .. '...v. i-'-.*. x. ...... ..,...._.y�r _.... i:::.... -. rs . .. ......:.. . ......y:.... :-}fir. ^'--•-,- ,:......r . ...,, . .... .... . . a ....-,-..,.._ a.� x:.... ti �_a -r-....... ..z.—.:'r_`-, s.r .... , ..... � 'r....-r-'"-}-.. =--=x-r"a-='�-x-- .. --x. .... _ ,_ x. __x_. ,�._ ___.� _..._.•--�. ____r__�Y _,_._,r_. � �__._._y ,i � „. z -.T-..,.... __ ...:..... n---x.. -.'- c-x---zs:x rr.. , ...._�-1-.•-:-..r ........_ .-,.v... . ''rY- ,.....r''---` . _....._'xa:-a-. ......._ ......:... .... t .._....:. .� .. ,..."Y... x.:,. ,......Y . ..z..:....,... t .........c...._ t .. :. ....,.. x ..._.,y- � .-•-�.acx--s ,. . r..........-'-_.- .., ...x.-r.�:.--`.-.. ...... ...Y-., r.. .::,--`'.,.,._. -r.- , .`*-":•4�...-..,. .,. �. .'t'..:.. x::'-i.x.�x_..-.-.-1- s_. ..-. ._._._L •_--•.....x 1 �.-..z .s _..�_�". X':', x_ �. .ryr .. -Y-. . _... Y '� t.xr-• `::::z:: . s. t r _ ....:%.. .. - C . `F 3........Y.......3 .S ........i..... .. ,'. x.. ..Y %.......}.......: i %....:...Y:..... .I. ._1 ': Y:::, l :'.% ._ ■ i I i EAST ELEVATION ` SCALE: 3/16"= 1'-0" =u-, _.................. ___. �...: .........�........ r .�..r �_..�.......W. �_'..�..'. Y ... .^..'�..,`.:. .. ., -1+ q'_e:, i-.X.-,...5.. .___..'ma;.c v '1T. yam.... ....�..... -Ys ... _.Y......T.x: ...-. i.-"-A Pa .. �', fv .K. C�-�-�-3-y:-:Z.•- -".T.:.T_x:-�... -y'"1G T.G-.....'..C.1. x= --.�...... y.-r-"... _.. • ' ... .._ _ -.---�.1..u�,X.F.. 1"T_. '-r .___, v,..x"L.i,S�L�'�L- ..._ .......'L3��-"...s.�T,... �...o_ ., 'i .... _...... ....... w_...w "'Y __.s .... .., v _n-m...C_. ... '.��,... _. �_ ^,e_-•-tS' ^'T'_` �K. �- Y"^"Y"'Y Y' G X_Y S 6-' Y C '_ �.. .�_"T3 Y _"P_'] x_ t_` 'T_" "1✓_L Y'`'___"t'_I_i_'i S t- y a_ :�-�.._-^-r'-t-Y. . ..:. -x. .r. ......_-'c ...x.. .x....... r ...,..s. .. x.. ,._x. _ ...�. ......... .x x �_...,- .. ...... _.._. r .,. ® j SOUTH ELEVATION SCALE: 3/16"= 1'-0" 4 ........ -•-- m ........... ..x, 's-'--.ni .... ,. r. ., .,. --.:-•..;x—c.. ---------- -----,� r'_"i r -r ..._ "� y�„-'-'.'sca x :. -x--,.'•-._"c^-°� .-^'x-r. _. 'c?-.c , .x.._ ;,rr"''.- ..x—x- .t.: r . �A. .x.. ^"T^' z,,,' i ..... ,, s', v -r_'r- .,;:K=^-s' ",_r.�'"-r---x..:� .'.T'-.r-' -r� --r•z '"z r":=5'".-�'_..-r-��....r:.�' i , r�.."�.. '-T'-r .:.. - I r.. ,... ."a -Tr ....x.:... , x .... .._r -r x..:.....:..... x. , ._.x._:. r ...v-. r. n ....... x ....... x ... ..a_. ..... ,:... r ... x .._... .....-1... ..-T—x' '.T..... L:'`'_ "3 .......".T �-L:Y.'`T . • .......L.iT ,. :....3_`.T T n y_ y ... ., .... .. x 2 ' _v-Yx.-.-..... 'x _.". ='''- r'-^ x`--r s. r::•_..�_ _x �: �3- �. >_ e : x''�rY.t'rx-'^z: i s.x : ,"-3-ir si"z -z -s- "'+,.-_'- � --=x- = r'ir�-r _-v r'x '.:.-z-:':-'-x-..:..--Y-•:.: -.x-`:-.s.-%-r-a;-r'`,:c-rX:� ....,_ _ --u .x_.,_v. _.v .:_ '__.._ .s_ ... _-v ..�._ _-r--,_._S -c-..:.... .....-i.... .—'•;7 ....,... "•x: ,-^.-..r "s ...3._...o x .,:_ :c...., :r., .:.... ...x z ......:.. n .'._x_:. .. , -.. _^"y-3-�""ar. _. +—+--:.-i-}--3:1-... -,-,, ...:•-.r'----'=- ,..r .x..-�'-'-3-x. ::r-"r.--x• . .,...-"'-- . F-i-`.-.°-r'- � ...... �. NORTH ELEVATION SCALE: 3/16 1'-0:. 7-43/4.. 11-1,In 11 18-2 6'-4" --- -- -- - --- - -- ------ -- ------------ -- - LL I \: I I I � �R I - I r 'X 4" SOG TOS: 0'-0°' m 40 IN I 0 'K I ....E i _ , o .. I iK y ::r I el. g P r — F1 TYP LINO I x _ r SWR RECESS TOS:-0'-4"---- u CJ � a o 6'-3, a Q I 7' 1 -4" 14'-8" F3 F3 � } I I / TYP FILLED CELL . I n 4 SOG / N I I TOS: -0 -4 I )� F2 I F2 y. I X I I NOTES: FOUNDATION PLAN N ' O -SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED ON I � PLAN FOR CLARIFICATION.. -SEE FLOOR PLAN FOR DIMENSIONS PLAN KEYNOTES: FOUNDOP I i I LONGITUDINAL FOOTING NG R BAR WITHIN 5' OF THIS POINT ILL vI — — — - REVIEWED FOR G !" CODECOMPLIANCE _ 21'-4" __ ST. LUCIE COUNTY BOCC FOUNDATION / SLAB PLAN SCALE' 1/4"= 1'-0" < c� E o CL c1 U C N t �Q O C �+0(0�: c .<8't rn m O lu lu¢N i=� } ® c + � Y U m C J J O U co m LL U_ ci U O a U LL W N N F O LL a 0 w ❑ ❑ 0 w O Q w U w 3 Q /Nye w w m a \'J o � m z � Z U- - w p ❑ Umw mw W w m CO Q 7 LL. Z w I L ® w s N f y ® V � F s J s o < pVAJI� w v,LLI ❑ W Z U_ ❑ Z 00 w 2 VJ 9 LO Q Z Q (n 3 z W ❑ 0 ❑ J Q O z Z cW G O U W Q elevs/ foundation 8/14/19 S -[^ CC H E L 1 C C C E E E E EJ EJ EJ EJ EJ EJ EJ E E E E E E BO E E E E E E E E E E BO ROOF FRAMING PLAN SCALE: 3/16"=T-0". FRAMING PLAN NOTES: - 1. ALL WALLS SHOWN IN GREYARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL EXTERIOR WALLS 2. REFERENCE PE TRUSS LAYOUT BY MFR - CONNECTION (CXN) SCHEDULE A t1Y1S9 tb 1�n beam} y CXN 1 locations unc( truss CO-1 valley truss to ea supporting CXN-2 truss truss CO-6 CXN-4 T27 126,17 truss CO-7 1. Reference connector schedule. 2. All loads are checked by architect, loads left blank were checked but are not required to be listed. 3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. 4. If'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified use connector for all nesessary points. LINTEL SCHEDULE L-2 ICAST CRETE 8F16-1B/1T 1. ID refernces lintels (l.#) shown In the framing plan. Also see window & door schedules. 2. Lintel length is estimated greater than or equal to the actual length. Check openings prior to ordering.. For windows & doors 18" has been added to the unit width. 3. Loads are in of uno. 4. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. CONNECTOR(CO)SCHEDULE e a e a sMIDOW rCgy1w . '.1510 i 1 Simpson HLTA 20'. To truss w/ (9) 10d x 1 5' CO-2 .a 2035 2 Simpson HETA 20 To single ply truss w/ (10) 10d x 1.5" rw/ sY ae% °°° °r °z.,*E .¢'. Yal"v', ¢� ¢alias°er, ppOn ° �s°�A To con w/ (4) .25 2 25' tapc To truss HSTM CO-4 missed or misplaced co-1 1175 1 Simpson HTSM20 20. ¢ a nrn e ry i rb s € � �tN HTT ® �tts,00 ¢t i e "Po e s........s H 2b°.°{v .XN .°° .^- ¢� ... ,ti�< °.° ¢ °.° ° °.,¢ -...uIse o ¢a ter' To valley truss be w/ (3) 10d x 1.5 . To supporting CO-6 370 1 Simpson VTCR truss tc w/ (4) 10d. M s r r r S d A f r 3 J ¢it, a 3 ¢@ P4 S !s 6 1 Wt.6A n F ra .S K� �.6 1 ti X .,,e °^° ;^,a°,P°. z 4% r °.', °I✓.eFR. °, .,fF1T .......m 1.Gravity/uplift loads reference connection schedule ID. 2. 'truss' listed as a load means to reference loads in truss package 3. If'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points. 4. If'connected elements' is left blank, see connection schedule. 5.'QTY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, fgfer to drawings. 6. All loads are checked by architect, loads left blank were checked but are not required to be listed. 7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. - E1 11 OV DUPLEX RECEPTACLE E2 110V GFCI DUPLEX RECEPTACLE" E2.1 110V GFCI QUAD RECEPTACLE E3 120V RECEPTACLE for N E4 220V RECEPTACLE E5 110V GFCI DUPLEX RECEPTACLE w/ water protected box E5.1 11 OV QUAD. RECEPTACLE. w/ water protected box - - - - - - - - _ _ _ ____ __ __ ___ �^ --- --- - --- _ _ -------� - - - --- --- _.---- --- _ --±-'® E6 11 OV DUPLEX RECEPTACLE- clg mount E7 110V DUPLEX RECEPTACLE- floor mount L1 RECESSED CAN LIGHT L2 FLUSH MOUNT CLG LIGHT L3 FLUSH LED STRIP LIGHT, --, L4 L5 VANITY WALL LIGHT . SHOP LIGHT INS w w )E2 w w w )... w L6 CHANDELIER LIGHT-^ { s L7 PENDANT LIGHT L8 UNDER CABINET LIGHT E1 ddg L9 EXTERIOR WALL SCONCE ga E2 ' E-Dui -•GD L10 WALL MOUNT READING LIGHT §, E1� "E r E1' L11 EXTERIOR MOTION DETECTOR LIGHT REF E1� L12' RECESSED CAN LIGHT -wet location S LIGHT SWITCH D DIMMER EN EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented �" I SD f� EXL EXHAUST FAN WITH LIGHT- vent. to roof if vented soffit, soffit if unvented E1 _FL.. FAN/ LIGHT COMBO FA FAN W/O LIGHT -- SD. SD ® ® L1 q JB JUNCTION BOX SD SMOKE/CO mterconneded, hardwired w/battery "L""""`"`" °€{�- - "`°`-e=..,cy<� ;�' E q SD `r TV TELEVISION CABLE & CAT 6[ �� 1' h€ Lu , ; lA E1%( SD ss �)"6ii fir. ROOF PLAN As SCALE: 1/16"= V-0" W0,d r E.. GEC LU e,13 / W NEW FOOTING STEEL I r mvW,- `�;r� - _ -. - .� UNDERGROUND INTERSYSTEM CW, --- ^ LJ---- ---- `---- SERVICE WIRE SIZE BY ELECTRICAL CONTRACTOR _.. _.. - 6' MIN. - RODS ELE:CTRICAL PLAN SCALE: 3/1s"=r-o" ELECTRICAL RISER DIAGRAM SCALE: N.T.S. ELECT PLAN NOTES: 1. SEE GENERAL NOTES 27 ON A-2. 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 Electric Load Calculation ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS ORAREAS SHALL BE PROTECTED BYA LISTED 220.12 General lighting Load ARC -FAULT CIRCUIT INTERRUPTER ICOMBINATION-TYPE, INSTALLED TO PROVIDE PROTECTION OF 3veMt'of floor area, including unused space adaptable for future use. THE BRANCH CIRCUIT (NEC 210.12(B)), Floor Area .;, 1'36 ft' 4,608 va Basement Floor Area ¢ �, eft° - va 220.52(A) Small Appliance Load 1500 va for each 20 amp branch circuit required per 210.l(C)(1) in EACH kitchen, pantry, breakfast room, dining room, or similar areas # of Small Appliance Branch Circuits `^'®°,'-' "1600va= 3,000 va 220.52(8) Laundry Load # of Laundry Branch Circuits = = 1500 va = 1,500 va Total General Lighting & Appliance Load= 9,108 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at a00% 3,000 va From 3001 to 120,000 at 35% 2,138 va Remainder over ixo,coo at 25% va Total Lighting Demand Load= sS" 220.54 Electric Clothes Dryers City Electric Dryer#1 °5,D0 kw 5,000 w Qty r Electric Dryer #2 OUR°r a=,e kw w 220.55 Electric Cooking -Ranges, Ir�S-'t-oov'e Tops and Wall Ovens � oty O11, tY6, ° e°,"0 a t . _k; 9 °,Ys4ii96$BtPi§p�.l4g! f2 .c.t a1100e. kw Qty0 : kw Electric Cooking Demand Load= 4'w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: CAST-CRETE LINTEL DIAGRAM Fixed Electric Space Heat#1 100'ke, AC#:/Geo °'16S E$z 470e 5.1 kva Fixed Electric Space Heat 7tz s ; ¢k"aBSg. kw AC#a/Geo !'°s81'% 'ss°^ °7, love Fixed Electric Space Heat #3 1 kw AC#3/Geo kva F---F = FILLED WITH GROUT / U = UNFILLED Fixed Electric Space Heat #4 ass i' ark kw AC#4/Geo t$n aL°u ¢ a ¢ °¢` ¢ 4 ¢ love --- QUANTITY OF #5 FIELD ADDED REBAR AT Fixed Electric Space Heat #5 kw AC#5/Geo love BOTTOM OF U-LINTEL CAVITY FOR Total Has & AC Load = s z ova f f GRAVITY LOAD 220.14 Appliance load --Dwelling Units Headwall Flashing Detail 8F16-1 B/1T NOMINAL WIDTH QUANTITY OF #5 FIELD NOMINAL HEIGHT- ADDED REBAR AT TOP OF COMPOSITE U-LINTEL FOR UPLIFT LOAD j-- #5 FIELD ADDED REBAR AT TOP OF COMPOSITE ^ Keb¢ J e� S Q w d 2 FIELD PLACED C. . MU Q f GROUT n z 05 FIELD ADDED REBAR AT 'BOTTOM OF U-LINTEL CAVITY 'BOTTOM REINFORCING 73/8" ACTUAL 'PROVIDED IN U-LINTEL 8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) o h f^- E 0 CL U CL C t 0 C) M s=,uO =QCLCvrn_ C .'+ CalC S N >_ co z o zm £ N Lm L N Y or ca LLLL ILLU U L� 0 -' U O a U LL w D 0 0 w a O w 0 J 0 d U U K Cv.V�� z W U CY) a z o M m Z LL w Uj �y er:J ❑ in U o assesU a �- L s O id LL w ® L= w _ m ® Fees 0 z o 11 g t LL' Z 0)ki U ❑ z V W CD � o a z 5 a cz0 w 0 a O H- Z W 0 U W F elect/ framing 8/14/19 �ro SHEET -3 Total Connected Appliance Load = 4,220 va 220.63 Appliance load. -Dwelling Units Total Appliance Demand Load =. ,,.AJ167va 220.50 Motor Loads @ 120 Volts Qty Description va(watts) Qty Description va(watts) oU P m tl 5 U prKioor6pener 375 .°. rn°gigi e 'm• a ° tp " °, "ar 9 )air ¢& . 919. Total Motor Load = 1,876 va 430.24 Se 5. , `91 moral Motors or a Motors) and Other Load(s) 25%of Largest Motor Load = 141 va �,401S P. Qe. @�� , Total Motor Demand Load = °, ¢r `reva lk .p TOTAL CALCULATED DEMAND LOAD in Voltamperes = 39,453 va * - EX IS TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1 ph3W = 10df amps a AR97108 IPd'G BERVICE SIZE 'N,W'a-`,AMPS MINIMA SERVICE SIZE AMPS SERVICE SIZE REQUESTED = /r' r amps �G+�� Note: Electric TF71'ED ARG� Al hontractorto verify accuracy and completeness of load calculation. I It 1 SOIL BEARING: 2500 psf (assumed) WIND: ) ( 161mP h (ultimate), risk category 2, exposure B, wind bome debri region; .18 enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CON CRETE V THE DESIGN SERVICE LOADS AREAS FOLLOWS: IS ULTIMATE STRENGTH DESIGN. ROOF LIVE LOAD 20 PSF(slope<4:12), 15 PSF(slope2:4:12) ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen) 15 PSF TC (concrete tile) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOA DS (SE E DRAWINGS FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW 10 psf 20 psf 30 psf 40 psf 40 psf 200 lb 50 plf 50 psf 40 psf 30 psf 40 psf WIN® PRESSURES ( i [COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE- WIND AREA (SF) 161 1 I 10.0 16.1 1 -25.3 i 20.0 14.7 -24.3 1 50.0 12.9 -23.3 1 - 100.0 11.3 -22.3 Roof > 7 to 27 degrees 2 10.0 16.1 -44.5 2 20.0 14.7 -40.5 2 50.0 1 12.9 -35.5 2 100.0 11.3 -32.4 3 10.0 16.1 -65.8 3 20.0 14.7 -60.8 3 50.0 12.9 -55.7 3 100.0 11.3 -51.6 4 10.0 28.1 -30.3 4 20.0 j 26.7 -28.4 4 50.0 25.0 -27.3 4 100.0 23.8 -25.4 4 500.0 20.9 -22.3 Wall 5 10.0 28.1 -37.4 5 20.0 26.7 -34.5 5 1 50.0 25.0 -31.4 5 1 100.0 23.8 -28.4 5 500.0 20.9 -22.3 Garage Door 9'x7' 24.6 -27.9 16'x7' 1 23.6 -26.3 1 adjustment factor '1r)' "1f' . _� . I , , $ 5 ®' 1 m I 1 ,. 7 GABLE ROOFS WALLS 0 s 10:. I m'o` <:. 10 <.©546:. .. - GABLE ROOM 1G" <8 5 45' HIP ROOFS 10" <0 5 3(r ,.. . e 10° 4.0 S 30' GENERAL TES- residential 1. CODE COMPLIANCE: 1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the construction. of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following: 2017 FBC: RESIDENTIAL, 6th ad 2017 FBC: ENERGY. CONSERVATION, 6th ad 2014 NATIONAL ELECTRIC CODE 2. ALLGENERALNOTES ' 2.1. .THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHERSUBMITTALS, REPORTS OR WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION DOCUMENTS. 2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS, AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. 2.3. GENERAL CONTRACTOR SHA LL FURNISH ACOMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED. SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITESTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 3. ARCHITECT & CONTRACTOR RELATIONSHIP 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO DIFFERENT THAN THE ARCHITECT. 4. WORKMANSHIP: 4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR RESPECTIVE TRADES. S. COORDINATION: 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. M ANOTHER DRAWING. THIS DOES NOT MEAN THAT 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATEDAS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). 6. ABBREVIATIONS: 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS. 7. CONDITIONS NOT DETAILED: 7.1.. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO E RY PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE A DETAILED SPECIFICATION FOR ACERTAIN PRODUCT, CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC SPECIFICATION CONTRACTOR IS FREE TO.USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL BYARCHITECT: 8. VERIFY SITE INFORMATION: 3.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN. 9. PRIOR TO ANY EXCAVATION WORK: A UTILITIES 9.1. THE CONTRACTOR IS REQUIRED TO LOCATEANY AND ALL U S IN OR UNDER CONSTRUCTION AND MAKE ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, UTILITIES AND OWNER, CONTACT ALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 10. DIMENSIONS: 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFYALL EXISTING CONDITIONS FOR WORK TO EXISTING BUILDINGS. 11. HEIGHT ELEVATIONS: - 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0"(BUILDING ELEVATIONS MAY BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. _")ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE ELEVATION IS ON ANY PLANS OTHER THA-i THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_NAVD" OR"+X.X' ". CONSULT ARCHITECT FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. 12. AMBIGUITY: 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. 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN CASE OF CONFLICT BETWEEN. THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 13. FLORIDA PRODUCT APPROVALS I SUBMITTALS I SHOP DRAWINGS: 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE INCA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRA REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN CONTRACTOR IS QU IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE.IS A DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, VERIFY W/ARCHITECT. 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE. FOR CONFIRMING AND CORRELATING DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION DOCUMENTS.. 14. GENERAL STRUCTURAL 14.1. ONCE E SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION DOCUMENTS MEET THELOAD REQUIREMENTS UIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. Q 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION PHASE LOADS. 14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND STARTOF CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. 14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE ROOFS OR STONE ON RAISED FLOORS. 15. CAST -IN -PLACE CONCRETE 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN STRENGTH: -OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO 15.3. CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3INCH. 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI 318-14, ACI-315 15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF BEAM OR COLUMN SPAN, IFSPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF NOT NOTED VERIFY W/ ARCHITECT 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMSSUCHAS, PIPE SLEEVES, ANCHC?FuBQLTS, ETC- PRIOR TO PLACING CONCRETE. 15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS THAN THAT REQUIRED BYAC1318: -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3'. -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 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 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 D1751) 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% FLYASH CONTENT. 15.12. VERTICAL AND 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. -TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 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 ARCHITECT'S APPROVAL, 16. CONCRETE MASONRY: 16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13 "BUILDING CODE REQ FOR MASONRY STRUCTURES" "COMMENTARY ON BUILDING RE FOR MASONRYSTRUCTURES-. Q 16.2. MASONRY STRENGTH (fm DESIGN) UNO: -BLOCK STRENGTH = 1900, ASTM C90 -MORTAR STRENGTH = 1800, TYPE S -GROUT STRENGTH = 2000 16.3. GROUT. SHALL HAVE SLUMP OF 8 TO 11 INCHES BE IN CONFORMANCE WITH ASTM C 476-02AND ATTAIN COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GR OUT DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND CONFORMING TO THE TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED 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 OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. 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 FBC UNO. 8" TOLERANCE ALLOWED FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS+/- ASLONG AS MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. 16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. 16.11.. BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN BOND BEAM ELEVATION. 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONIC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. 17. FOUNDATIONS: 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRI /VE ITA E CLEA C S G TION. FILL TO B N GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY& RECOMEND SITE PREP. 17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. For#5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED EMBEDDED DOWEL EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE. 17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6- MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO. SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS. 17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO MATCH LONGITUDINAL REBAR. 17.5. SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE. 17.6. SOILAND SUBGRADE IS TO BE TERMITE TREATED. 17.7. SLAB FINISHES UNO: -MAIN BUILDING: STEEL TROWEL FINISH -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM -DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT. 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 17.10. RECESS SGD &GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR. 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10% 4:1 SLOPE MAX. 18. STRUCTURAL STEEL: 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE (Fy = 35 KSI). 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 DIA "STRUCTURAL WELDIN G CODE". USE E70XX ELECTRODES UNO. 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH .BOLTS AND HARDENED WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 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. 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 GA. I- 20. HVAC: PLANS ARE SCHEMATIC. EXACT LAYOUT/ 20.1. SIZING OF UNITS DUCTS RETURN AIR GRILLES AND SUPPLY GRILLES ETC SHALL BE DETERMINED BY A HVA C LICENSED CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. 20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURER'S SPECIFICATIONS. 21. WOOD FRAMING 21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb FOR 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 THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER INTERIOR WALLS TO BE #2 S.P.F. OR BETTER. 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO E B PRESSURE TREATED. ALL WOOD EXPOSED TITHE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 CCA. 21.3.. SPLICING FOR MUL11-PLY HEADERS/BEAMS/COLUMNS: -2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. -2x6- 2ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2xtb- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER 2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED 21.4. LAMINATED TIMBEP, ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, ETC.: -FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND SEAL OF FLORIDAENGINEER (SPECIALTY ENGINEER) -SPECIALTY ENGINEER MAYSUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE AND INTERVALS FDR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) 21.5. GLUE-LAMINATEDBEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 ATSIMPLE SPANS AND 24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 6W PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP. IN HEADER CON)ITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT WITH MINIMUM CAMBER STATEDABOVE 21.6, LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S INSTRUCTIONS. 21.7, END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONIC WALL W/ .25" x3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON'@ 32" OC/8" ENDS. 21.& ALL WOOD NAILING AS PER FBC R 602.3 UNO. 22. PLYWOOD SHEATHING: 22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS. 22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM JOIST ATBOITOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 112" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. 22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF EAVES(RIDGES/GABLES. 22.5. FOR SUBFLOORUSE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE. SPACE FASTENERS 6" FIELD, 6" EDGE. 22.6. FOR ATTIC FLOOR USE 518" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE. ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. 23. PE TRUSSES: 23.1. FIELD VERIFY WITH ARCHITECT EXACT L ATI OC ONAND CONFIGURATION BEFORE MODIFYING EXISTING TRUSSES. DO NOT CUTANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY FROM THE ENGINEERAND ARCHITECT. 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING. 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECTS SEAL WILL NOT BE APPLIED. 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. 23.5. ALL TRU SSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO - TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY SHALL BE BROUGHT TO THE T ATTENTION F O O HE ARCHITECT FOR SUBSTITUTION. O 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN' LATERAL BRACE PERPENDICULAR TO BC 2x4 @ IT OC (2) 12d NAILS EA BC. 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL.. THE MFR SHALL DESIGN CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. 23.8.. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR APPROVAL 24. CONNECTORS/FASTENERS: 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT VALUE IS z SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EITHER UNLESS SPECIFIED BY ARCHITECT. 26. DOORS AND WINDOWS: - 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S SPECIFICATION/ PRODUCT APPROVAL. 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ S74" END. 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO. FILLED CELL Wk WEDGE ANCHOR @ 24" OC MIN, 12" FROM ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" X 2 75' TAPCONS STAG @ 24" OC. 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4 26.5: CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS PER FBC R 302.5.E 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMADOCUMENTS. 26.8:GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC <0.25 26.9. SIZES ARE NOMINALAND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. 27. ELECTRICAL & LIGHTING NOTES 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND EQUIPMENT SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. 27.3. PROVIDE AFIC AS DETERM INED BY NEC 210.12 OR FBC R 3902. 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBO R314. 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. 27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. 28. PLUMBING: 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS; AND VENTS SHALL BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO VERIFY. 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BYA LICENSED SEPTIC CONTRACTOR AND ADHERE TO 64E-6, F.A.C. 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. 29. ROOF PENETRATIONS: 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH ULNUMBERS IF APPLICABLE. 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY 33. MISC: 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. 33.2. GUARDRAILS AS PER FBC R312. 33.3. STAIRWAYAS PER FBC R311.7. 33.4. MEP SYSTEMS 1 BFE, AS PER FBC.R322.1.6. 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAG E AS PER M1307.3.1. USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC ONO. 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF'/V PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER THAN 1,000SF AS PER FBC R302.12. 34. FINISHES: 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 SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS PER FBC R302.6. SEE DOOR GEN NOTE 26.6. 34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONIC (I.E. @ GABLE END) TO HAVE A VINYL CONTROL JOINT IN STUCCO. 34.3.. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC. TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. ABBREVIATIONS: AS ANCHOR BOLT A/C AIR CONDITIONER AHU AIR HANDLING UNIT AT ACOUSTICAL TILE B.M. e 10° 4.0 S 30' GENERAL TES- residential 1. CODE COMPLIANCE: 1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the construction. of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following: 2017 FBC: RESIDENTIAL, 6th ad 2017 FBC: ENERGY. CONSERVATION, 6th ad 2014 NATIONAL ELECTRIC CODE 2. ALLGENERALNOTES ' 2.1. .THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHERSUBMITTALS, REPORTS OR WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION DOCUMENTS. 2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS, AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. 2.3. GENERAL CONTRACTOR SHA LL FURNISH ACOMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED. SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITESTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 3. ARCHITECT & CONTRACTOR RELATIONSHIP 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO DIFFERENT THAN THE ARCHITECT. 4. WORKMANSHIP: 4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR RESPECTIVE TRADES. S. COORDINATION: 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. M ANOTHER DRAWING. THIS DOES NOT MEAN THAT 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATEDAS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). 6. ABBREVIATIONS: 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS. 7. CONDITIONS NOT DETAILED: 7.1.. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO E RY PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE A DETAILED SPECIFICATION FOR ACERTAIN PRODUCT, CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC SPECIFICATION CONTRACTOR IS FREE TO.USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL BYARCHITECT: 8. VERIFY SITE INFORMATION: 3.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN. 9. PRIOR TO ANY EXCAVATION WORK: A UTILITIES 9.1. THE CONTRACTOR IS REQUIRED TO LOCATEANY AND ALL U S IN OR UNDER CONSTRUCTION AND MAKE ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, UTILITIES AND OWNER, CONTACT ALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 10. DIMENSIONS: 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFYALL EXISTING CONDITIONS FOR WORK TO EXISTING BUILDINGS. 11. HEIGHT ELEVATIONS: - 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-0"(BUILDING ELEVATIONS MAY BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. _")ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE ELEVATION IS ON ANY PLANS OTHER THA-i THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_NAVD" OR"+X.X' ". CONSULT ARCHITECT FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. 12. AMBIGUITY: 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. 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN CASE OF CONFLICT BETWEEN. THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 13. FLORIDA PRODUCT APPROVALS I SUBMITTALS I SHOP DRAWINGS: 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE INCA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRA REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN CONTRACTOR IS QU IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE.IS A DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, VERIFY W/ARCHITECT. 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE. FOR CONFIRMING AND CORRELATING DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION DOCUMENTS.. 14. GENERAL STRUCTURAL 14.1. ONCE E SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION DOCUMENTS MEET THELOAD REQUIREMENTS UIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. Q 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION PHASE LOADS. 14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND STARTOF CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. 14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE ROOFS OR STONE ON RAISED FLOORS. 15. CAST -IN -PLACE CONCRETE 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS 15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN STRENGTH: -OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO -FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO 15.3. CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3INCH. 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, ACI 318-14, ACI-315 15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185. ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF BEAM OR COLUMN SPAN, IFSPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF NOT NOTED VERIFY W/ ARCHITECT 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMSSUCHAS, PIPE SLEEVES, ANCHC?FuBQLTS, ETC- PRIOR TO PLACING CONCRETE. 15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS THAN THAT REQUIRED BYAC1318: -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3'. -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 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 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 D1751) 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% FLYASH CONTENT. 15.12. VERTICAL AND 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. -TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 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 ARCHITECT'S APPROVAL, 16. CONCRETE MASONRY: 16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13 "BUILDING CODE REQ FOR MASONRY STRUCTURES" "COMMENTARY ON BUILDING RE FOR MASONRYSTRUCTURES-. Q 16.2. MASONRY STRENGTH (fm DESIGN) UNO: -BLOCK STRENGTH = 1900, ASTM C90 -MORTAR STRENGTH = 1800, TYPE S -GROUT STRENGTH = 2000 16.3. GROUT. SHALL HAVE SLUMP OF 8 TO 11 INCHES BE IN CONFORMANCE WITH ASTM C 476-02AND ATTAIN COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GR OUT DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND CONFORMING TO THE TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED 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 OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. 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 FBC UNO. 8" TOLERANCE ALLOWED FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS+/- ASLONG AS MIN BRG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. 16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. 16.11.. BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN BOND BEAM ELEVATION. 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONIC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. 17. FOUNDATIONS: 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRI /VE ITA E CLEA C S G TION. FILL TO B N GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY& RECOMEND SITE PREP. 17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF THE SAME SIZE AND SPACING OF WALLABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. For#5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED EMBEDDED DOWEL EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE. 17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6- MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO. SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS. 17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO MATCH LONGITUDINAL REBAR. 17.5. SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE. 17.6. SOILAND SUBGRADE IS TO BE TERMITE TREATED. 17.7. SLAB FINISHES UNO: -MAIN BUILDING: STEEL TROWEL FINISH -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM -DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT. 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 17.10. RECESS SGD &GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR. 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 17.12. SLOPE GRADES AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10% 4:1 SLOPE MAX. 18. STRUCTURAL STEEL: 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE (Fy = 35 KSI). 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 DIA "STRUCTURAL WELDIN G CODE". USE E70XX ELECTRODES UNO. 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH .BOLTS AND HARDENED WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 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. 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 GA. I- 20. HVAC: PLANS ARE SCHEMATIC. EXACT LAYOUT/ 20.1. SIZING OF UNITS DUCTS RETURN AIR GRILLES AND SUPPLY GRILLES ETC SHALL BE DETERMINED BY A HVA C LICENSED CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. 20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURER'S SPECIFICATIONS. 21. WOOD FRAMING 21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb FOR 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 THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER INTERIOR WALLS TO BE #2 S.P.F. OR BETTER. 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO E B PRESSURE TREATED. ALL WOOD EXPOSED TITHE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 CCA. 21.3.. SPLICING FOR MUL11-PLY HEADERS/BEAMS/COLUMNS: -2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. -2x6- 2ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2xtb- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER 2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED 21.4. LAMINATED TIMBEP, ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, ETC.: -FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND SEAL OF FLORIDAENGINEER (SPECIALTY ENGINEER) -SPECIALTY ENGINEER MAYSUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE AND INTERVALS FDR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) 21.5. GLUE-LAMINATEDBEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 ATSIMPLE SPANS AND 24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 6W PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP. IN HEADER CON)ITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT WITH MINIMUM CAMBER STATEDABOVE 21.6, LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S INSTRUCTIONS. 21.7, END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONIC WALL W/ .25" x3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRG WALLS USE 1/4" x 2.75" TAPCON'@ 32" OC/8" ENDS. 21.& ALL WOOD NAILING AS PER FBC R 602.3 UNO. 22. PLYWOOD SHEATHING: 22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS. 22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM JOIST ATBOITOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 112" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. 22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF EAVES(RIDGES/GABLES. 22.5. FOR SUBFLOORUSE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE. SPACE FASTENERS 6" FIELD, 6" EDGE. 22.6. FOR ATTIC FLOOR USE 518" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE. ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. 23. PE TRUSSES: 23.1. FIELD VERIFY WITH ARCHITECT EXACT L ATI OC ONAND CONFIGURATION BEFORE MODIFYING EXISTING TRUSSES. DO NOT CUTANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY FROM THE ENGINEERAND ARCHITECT. 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING. 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECTS SEAL WILL NOT BE APPLIED. 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. 23.5. ALL TRU SSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO - TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY SHALL BE BROUGHT TO THE T ATTENTION F O O HE ARCHITECT FOR SUBSTITUTION. O 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN' LATERAL BRACE PERPENDICULAR TO BC 2x4 @ IT OC (2) 12d NAILS EA BC. 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL.. THE MFR SHALL DESIGN CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. 23.8.. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR APPROVAL 24. CONNECTORS/FASTENERS: 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT VALUE IS z SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EITHER UNLESS SPECIFIED BY ARCHITECT. 26. DOORS AND WINDOWS: - 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S SPECIFICATION/ PRODUCT APPROVAL. 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ S74" END. 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO. FILLED CELL Wk WEDGE ANCHOR @ 24" OC MIN, 12" FROM ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" X 2 75' TAPCONS STAG @ 24" OC. 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4 26.5: CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS PER FBC R 302.5.E 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMADOCUMENTS. 26.8:GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC <0.25 26.9. SIZES ARE NOMINALAND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. 27. ELECTRICAL & LIGHTING NOTES 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND EQUIPMENT SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. 27.3. PROVIDE AFIC AS DETERM INED BY NEC 210.12 OR FBC R 3902. 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBO R314. 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. 27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. 28. PLUMBING: 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS; AND VENTS SHALL BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO VERIFY. 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BYA LICENSED SEPTIC CONTRACTOR AND ADHERE TO 64E-6, F.A.C. 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. 29. ROOF PENETRATIONS: 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH ULNUMBERS IF APPLICABLE. 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY 33. MISC: 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. 33.2. GUARDRAILS AS PER FBC R312. 33.3. STAIRWAYAS PER FBC R311.7. 33.4. MEP SYSTEMS 1 BFE, AS PER FBC.R322.1.6. 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAG E AS PER M1307.3.1. USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC ONO. 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF'/V PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER THAN 1,000SF AS PER FBC R302.12. 34. FINISHES: 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 SEPARATION WALL TO HAVE MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS PER FBC R302.6. SEE DOOR GEN NOTE 26.6. 34.2. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONIC (I.E. @ GABLE END) TO HAVE A VINYL CONTROL JOINT IN STUCCO. 34.3.. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC. TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. ABBREVIATIONS: AS ANCHOR BOLT A/C AIR CONDITIONER AHU AIR HANDLING UNIT AT ACOUSTICAL TILE B.M. BENCHMARK BM BEAM BC BOTTOM CHORD BILK BLOCK SO BY OWNER BOTT BOTTOM BP BOTTOM PLATE. CJ CONTROL (CONSTRUCTION) JOINT CL CENTER LINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT CO CONNECTOR COL- COLUMN CONIC CONCRETE CONT .CONTINUOUS CU CONDENSING UNIT OR COPPER CW COLD WATER CXN CONNECTIONS D NAIL SIZE (PENNY) DF DRINKING FOUNTAIN DIA DIAMETER DIM DIMENSION DISP DISPOSAL DN DOWN DR DRYER DTL DETAIL DW DRIVEWAY. 'E' EXISTING EA EACH EJ EXPANSION JOINT EL BUILDING ELEVATION ELECT ELECTRICAL ELEV ELEVATOR OR ELEVATION O EW EACH WAY EWC ELECTRIC WATER COOLER EWH .ELECTRIC WATER HEATER EXP EXPOSED EXT EXTERIOR EXTG EXISTING F1 FOOTING #1 FA FASTENER FID FIELD (FLOOR) DRAIN FE FIRE EXTINGUISHER FF FINISH FLOOR FIN FINISH FUR FLOOR FP FIRE PROTECTION EPS EXPANDED POLYSTYRENE FTG FOOTING FT. FOOT (OR FEET) GALV .GALVANIZED GFI GROUND FAULT INDICATOR GSF GROSS SQUARE FEET GWH GAS WATER HEATER GWB GYPSUM WALLBOARD HIS HOSE BIB HC HOLLOW CORE HOG HOT DIPPED GALVANIZED HORIZ HORIZONTAL HW HOT WATER HWH HOT WATER HEATER IN INCH INT INTERIOR JT JOINT MAX MAXIMUM MEP MECH/ELECT/PLUMB MFR MANUFACTURER MIN MINIMUM MO MASONRY.OPENING MW MICROWAVE NIC NOT IN CONTRACT NTS NOT TO SCALE NSF NET SQUARE FEET L-1 LINTEL #1 LF LINEAL FOOT CA OVERALL OC ON CENTER OAS OR APPROVED SIMILAR PL PROPERTY LINE OR PLATE PLY PLYWOOD PT PRESSURE TREATED PVC POLYVINYL CHLORIDE R .RADIUS RIA RETURNAIR RCB REINFORCED CONCRETE BEAM RCC REINFORCED CONCRETE COLUMN RD ROOF DRAIN REF REFRIGERATOR REINF REINFORCING REQ REQUIRED RIW RIGHT-OF-WAY RTU ROOF TOP UNIT S. SIMPSON (MFR) SBS STYRENE BUTADIENE STYRENE SEL SITE ELEVATION SF. SQUARE FOOT SIM SIMILAR SK SINK SOG SLAB ON GRADE SS STAINLESS STEEL STAG STAGGERED TBD TO BE DETERMINED TC TOPCHORD THE TO MATCH EXISTING TOB .TOP OF BEAM TOB TOP OF COLUMN TOS TOP OF SLAB TP TOP PLATE TPO THERMO PLASTIC OLEFIN TYP TYPICAL UG UNDER GROUND UNO UNLESS NOTED OTHERWISE VB VAPOR BARRIER VERT VERTICAL VTR VENT THRU ROOF. W/ WITH WA' WASHER MACHINE WP WATERPROOF WD WOOD WWF WELDED WIRE FABRIC/MESH # POUND OR NUMBER a � 1 •11 r EI L) i r_ C2 ° 0) 3 0" = - 0 U' N m0C- C.- _ Ob�0 c9 a -0 d.M IS) E C -p �0 - a = + Iz g 'It �a` N (O r - 7 m o C V 0)M a) DO al " _ 7 E _ CV .n OM�.� (A y2�t� +" `0 2- 0) y 0 C J O U M C J cocoLL 0 � X () U w 'o a 2 w W W W 0 0 , w w a w J 0 w w 0 U 3 i W U w W UJ Nt M o y v S 0 z w W ❑ ® i- vLL o r) L V X III W ��/ IL Ly o ¢ a W I-.t w C G 0 z � < w L ® w i N U ® 0 l_ ® o 9 ram' (3) e " v) 0 Ill z C _U ❑ M z I- z U 00 W or) 9 LO <d❑ Z Z Q 0 3 a z 9 w u J < @ 1- Z W 2 O U W Q Q O general notes 8/14/19 SHEET lr.' "p y' CIS P. L/ '.'9 ¢I Fe4�P -*- :. AR97108 , — J REVIEWED FOR r(:)DE COMPLIANCE %T LUCIE COUNTY BOCC <0 n Ei O m` o EMI O N d r = o ('9 U p fl N c+� � -O Lo rn Q 7 + CL ccor-�3 m C — 04 � m � . E cy Z.Lm N �2�p� N y + r Y N O N LL LL U U 4- U U W a a U LL U W a m x rc 0 LL ❑ W a 0 J ❑ ❑ ❑ W J Q❑ W W C W 3 � NM W U W V/yT J N LJ 9 U s 2 Z z LL w W _ ❑ o H U 0 Fn U (3) a LlJ �- a Q w U) C� C Z L-L Q O U z F=- o W ❑ W Z C U O T ir- rtt 2 U W W W C) U Z L0 a Z❑ Q y of Z C7 N W Q� W J J Q z z cW cG L O U ul Q O HVAC 8/14/19 SHEET