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HomeMy WebLinkAboutPLANSn WEST ELEV SCALE: 3/16"= V-0" EAST ELEV SCALE: 3/16"= V-0" SOUTH ELEV SCALE: 3/16"= 1'.0" 5/12 METAL HARDIBOARD I STUCCO 6'HALUM GATE GENERAL SPECIFICATIONS; 1, ROOF: METAL THE OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN. 2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" OR 1/2" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN NOTES. 3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. 4. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD. 5. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ NO VENTS. 6. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G. 7. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT. 8, INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES. PROVIDE 22Wx30H MIN RO ACCESS DOOR TO CONNECT ATTIC SPACES. 9. DEFFERED SUBMITTALS: ROOF TRUSSES, DUCT LAYOUT FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING 2. 22"x30" RO MIN ATTIC ACCESS 3. TYP PORCH COLUMN- 6"x6" PT, TO FOOTING W/ CO.5, TO EA BEAM END W/ CO-6. WRAP W/ 3/4" CEDAR. 4. TYP PORCH BEAM- (3) 2x12 W/ 1/2" PLY SPACERS. ENDS TO CMU W/ CO.7. WRAP W/ 3/4" CEDAR. FLOOR PLAN SCALE: 1/4"= V-0" N W POOL CABANA I WALL LEGEND SHEE T INDEX A-1 floor plan/ elevs A-2 framing/ found A-3 site plan A-4 general notes PROJECT DESCRIPTION NEW CONSTRUCTION OF 1 STORY POOL CABANA. ZONING INFORMATION: parcel id: 4504-702-0003-000-5 LRE-2 (St Lucie County) flood zone: X UTILITY INFORMATION: gas: no sewage: septic potable water: well conditioned living area 1,064 sf covered porch 304 sf added building area 1,368 sf extg ground level building area 3,588 sf total new building area 4,956 sf allowable building area (20%) 5,304 sf lot area 26,519 sf conditioned volume 10,565 cf REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC THICKNESS ID DESCRIPTION SPECS ON FLOOR 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 NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" 77777777777 LOAD BEARING 2x4 WALL SEE BRG WALL DETAIL 4.5" liki,. ACTUAL 3'`=Q' 5�x WINDOW/ LINTEL SCHEDULE B.O. rj0 ,A57;CRFTCIN)r^ F18-18/1T ' S. HUNG W2 1/EXT +34.8 -37.4 3-0 5-2 8-0 ICAST CRETE LINTEL 8F16-1B/1T H. SLIDER AWNING W4 1/EXT +34.8-37.4 6-2 5-2 8-0 ICASTCRETELINTEL 8F16-1B/1T AWNING WS'.' i,'. 1lEDtT:;45CETI LITFLFS 10/fiT,• (AWNING SEE GEN NOTE 26 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS SCANNED BY Lucie Cour h t! ` E 0 U C 0 U C « OCU O N a AMR) -a Gov E—ca rn_ 9+ r,(a)E5 m 0 P") EE L CO 0). —N -0 cotom-a) V1 2 = '2) G o+� L) �U- LL U U U C a U U a 0 0 w 0 w a ti Z < w Lo 0° a Z M w � Q J U m LL. V O L U J CU � a Z 0 m O C Z W a F— �o w rx z O -5 W U c a T i J a w 1 v W s� w v L �, w w _ 4— WA/ y Z LL r ° a Mc _ tiZ Z N r w E w Z Z 9 Z Z Z z 5 a of z O rn w a QN W O_ J J Q E Z W E g O U a a W 0 4 floor plan/ elevs 3/28/19 SHEET A-1 NORTH ELEV I qay-o35'lp AR97108 FRAMING PLAN SCALE: 1/4"= T-0" FRAMING KEYNOTES: 1. TYP TRUSS AS PER PE TRUSS LAYOUT BY MFR FRAMING PLAN NOTES: 1. ALL WALLS SHOWN IN GREY ARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL EXTERIOR WALLS 2. REFERENCE PE TRUSS LAYOUT BY MFR CONNECTION CXN-21AII truss to wood Itruss I I CO-4 . Reference connector schedule. I. All loads are checked by architect, loads left blank were checked but are not required to be listed. i. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. If 'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified use onnector for all nesessary points. CONNECTOR(CO)SCHEDULE ACTUAL ALLOW ALLOW CONNECTEDACTUAL ID e OD CO-1 >. r1810 d n, ptinn �IF,A20 loiruss w/(J)lt)dx15 -. Tu c nc ed / O ZS x 2 25 tapcon To truss w/ HSTM CO2 missed or misplaced co-1 g]/ i� iinpson �Ht M20 20. —�--- , eCO3 Missed ocmisplaced col H 5for _0 10 Goi c W! (4) ?.; x 2 �5'tapcpn To truss w; HSTM �C`_ - ' CO 4 1-150 I in y .." " `"� - H s4 fo truss w/ (j?) 3(1 x 15". To TP w/ (;.3/ 8d l e ' Cs s. / (12}ffd To roll W 5/S `TR Plumed 12 2300 ;1,0001 i-ipso`i ABU662 rdo. oo^d beam, CO-6 1450 i i, .<,n 1153ec Tel,r�r w/i_o 10d. ropost vv% 10 10d " "d a , o mw� ITS) :2, ,r 2 75" talecor To Loam w/ (6) R4W „.2. are ,�;r`" 1113,5 s �irnpnaii,yll 11'>e ITS J(2103 110d. 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 es connection (connected elements). If city left blank, referto 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. 2x4 X BRACING @ 48" OC W/ (2) 12D EA END & TRUSS VERT 2x4 BLOCKING @ 48" OC 12" MAX 2x4 OR 2x6 OUTLOOKERS @ 24" OC, ATTACH W/ (2) 16D FACE NAIL EA END ' MATCH TYP SOFFIT FASCIA UNO STUCCO & LATH OVER WRB OVER1/2" CDX PLY GABLE END TRUSS BY MFR 2x4'L' STIFFENER AS REQ BR MFR. ATTACH TO END TRUSS VERTS W/ 10D @ 6" OC UNO, TRUSS VERT TO END WALL W/ S. HETA20 OR HGAM10 @ 32" OC FOR MASONRY/CONC. FOR FRAME WALL USE S. HGA10 @ 24" OC. CONT 2x4 LATERAL BRACING @ 48" OC, ATTACH TO EA TRUSS BC (INCLUDING END) W/ (2) 12D. ; END WALL ATTACH TO END TRUSS BC W/ S. H2.5 • ' I GABLE END WALL BRACING DETAIL SCALE:NTS FOUNDATION PLAN SCALE: 1/4"= V-W FOUNDATION PLAN NOTES: 1. SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED ON PLAN FOR CLARIFICATION. THESE DIMS ARE APROXIMATE IF DIMENSIONED ON PLAN, CONTRACTOR TO VERIFY ROUGH OPENING SIZES. 2. SEE FLOOR PLAN FOR DIMENSIONS LINTEL AS PER WINDOW/DOOR q SCHEDULE DOOR& WINDOW BUCKAS PER GEN NOTE 26.2 FLASHING AND SEALING AS PER GEN NOTE 26.7 WINDOW FRAME W/ FLANGE, ATTACH TO MASONRY/CONC AS PER MFR SPECS HiWind MASONRY SILL BY CASTCRETE EXT : A NT TYP OPENING BUCK DETAIL SCALE: 1"= V-0" SLOPE AS PER ELEV ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL. SPECS- METAL DRIP EDGE TBO BY ROOFING CONTRATOR PE TRUSS AS PER FRAMING PLANS - INSULATION AS PER GENERAL SPECS SEE FRAMING PLANS OR CONNECTOR SCHEDULE METAL DRIP OVER PT WOOD DRIP OVER 2x6 OR 2x8 CEDAR FASCIATO TRUSS ENDS W/ (2) #16d— NAIL, 4" TRUSS HEEL EXTERIOR SOFFIT AS PER GENERAL SPECS WALLAS PER GENERAL SPECS WALL REF AS PER GENERAL SPECS - SPLICING AS PER GENERAL NOTES FOOTING AS PER FOUNDATION PLAN & FOOTING SCHEDLE- REINFORCEMENT AS PER FOOTING SCHEDULE CLG AS PER GENERAL SPECS & FLOOR PLAN MASONRY BOND BEAM & REF AS PER GENERAL SPECS INTERIOR MONO kI SOG/FILL/COMPCTION AS PER FOUNDATON PLAN AND GENERALNOTES GRADE AS PER SITE PLAN ---' REVIEWED FOR V CODE COMPLIANCE TYP WALL SECTION ST. LUCIE COUNTY SCALE: 1/2"= V-0" BOCC E E o U CL O U fA y C+ c a 0'Cz CL rn — L +' O C + m �( N L m CO m E � (D Y D o c J O U K C J co LL LL U p� CJ U W O m a U LL U w a N y 2 F 0 O LL W 0- 0 Lu w w 0 z a V I J T 0 w Z �y�_° C'J Q Q U W _j LL W W W W Q ° Q V O U 0 J U w a w = O m� m O �, Q a to - z O ° W U ��° a Jw _ ♦ V W /11 V/ �` w o U �W w Z °' W _ Z ry Z Q QInW a — U o Z N Z r w O a a z 5 a rn 0 w v; 9 J Q H- Z W O U W Q framing/ found 3/28/19 SHEET A-2 IF CO AR97108 . kl<' �. ,'� � �. r7 4"� K' +H v'Yf/� C�'e 1� �i� l� a �''�� Y',ha '.,r •' ,I '�, 'N �� 6.�.xzS'' !i•SMr, x...,a,.+...�1 . 'has �I x.4.ua. „c a.=a. r. x.?r'a, x. S h� E1 w W R •`�K c w W WSF,WI�RD w ICX' ill ✓ _ _ _ _ _ _ _ _ _ _ _ E1 I I,. �. ® ❑r an W i t,t ur< I I Ir� % FW � so -, �IIIdWH r „1 ' yyt611Wf'1 r r "I 5", CU '1 �' 1r } E1 E1rn I 1 FJ----------- 6, - �� E1 , DR WA - .-___..-..- ------- ' ----------_- w ---------------------- - - I -- - -- -- i i I i L r�- ELECTRICAL PLAN Al SCALE: 3/16"= V-0" Electric Load Calculation 220.12 General Lighting Load 3 valfe of floor area, including unused space adaptable for future use. Floor Area = 1g64 fe 3,192 va Basement Floor Area = ft? we 220.52(A) Small Appliance Load 1500 ve for each 20 amp branch circuit required per 210.1(C)(1) 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 " 1500 va = 1,5o0 va Total General Lighting & Appliance Load- 7,692 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at i00% 3,000 va From 3001to 120,000 at 35% 1,642 va Remainder over izo,000 at 25 % va Total Lighting Demand Loatl= 4,642 va 220.54 Electric Clothes Dryero QtyrS"x;p..✓ Eler-trlcDrys r#1 S.00 kw 6,000 w oty Electric Dryer #2 `. kw w Q`ym 220.55 Electric Cooking -Ran es, Stove Tope and Wall Ovens Qty �jkvv oty kw otyI lkw Electric Cooking Demand Load+".'Y,-r.. 6 400.':w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat oilH,kw kw AC#c/Geo 10:SEER YleiA.i! 2.7 kVa Fixed Electric Space Heat#:kw AC#2/Geo kva Fixed Electric Space Heat#3 kw AC#3/Geo'v++11' kva Fixed Electric Space Heat#4kw AC#4/Geo x>.i `++ live Fixed El ectric S pace H eat#5 AC#5/Geo -,`1 `1/i'a,""Ir kva Total Heat & AC Load '. va 220.14 Appliance load --Dwelling Units ON Description valwattel ON Description Vmarattal 1 ElaoMc Range Nameplate $00, 0f - I. Central Furnace 117,00 '� Ot9 r+Y, sfjttt "� y3,2o0 ;: aRefflgerafor' J,Mo� 0 ,v ' hi '5 f P6 BrCt j ,200' > ds0' Total Connected Appliance Load= 6,070 va 220.53 Appliance load -Dwelling Units Total Appliance Demand Load - 4,553 va 220.50 Motor Loads @ 120 Volts City Description ve(watts) Qly Description "(Watts) r ° .rclh vt F �"r�009m �0'.,,. a,. ,1 .,,, f µ, 0 Total Motor Load a va 43024 Several Motors or a Motor(s) and Other Loads) 25% of Largest Motor Loatl- va Total Motor Demand Loatl=,- va TOTAL CALCULATED DEMAND LOAD in Voltamperas = 28,264 va TOTAL CALCULATED DEMAND LOAD In AMPS @1201240V 1ph3W = 118 amps EXISTING SERVICE SIZE .,N W is AMPS MINIMUM SERVICE SIZE 1L'*AMPS SERVICE SIZE REQUESTED= 'fag. amps Note: Electrical contractor to verify accuracy and completeness of load calculation. d Go ZED m � - ELECT PLAN LEGEND E1 110V DUPLEX RECEPTACLE E2 110V GFCI DUPLEX RECEPTACLE E2.1 110V GFCI QUAD RECEPTACLE E3 120V RECEPTACLE recessed for tv E4 220V RECEPTACLE E5 110V DUPLEX RECEPTACLE w/ water protected box E- ELECT FOR LABLED APPLIANCE 1_1 RECESSED CAN LIGHT L2 FLUSH MOUNT CLG LIGHT L3 FLUSH LED STRIP LIGHT L4 VANITY WALL LIGHT L5 SHOP LIGHT L6 CHANDELIER LIGHT L7 PENDANT LIGHT L8 UNDER CABINET LIGHT L9 EXTERIOR WALL SCONCE L10 INTERIOR WALL SCONCE 111 EXTERIOR MOTION DETECTOR LIGHT 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 FL FAN/ LIGHT COMBO FA FAN W/O LIGHT JB JUNCTION BOX SO SMOKE/CO DETECTOR- interconnected, hardwired w/battery TV TELEVISION CABLE UG CONDUIT& WIRE SIZE BY ELECTRICAL CONTRACTOR STEEL ELECTRICAL RISER DIAGRAM SCALE: N.T.S. CAST-CRETE LINTEL DIAGRAM FILLED WITH GROUT / U = UNFILLED QUANTITY OF #5 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY FOR 1 + GRAVITY LOAD 8F16-1 B/1 T NOMINAL WIDTH - -� I �-QUANTITY OF#5 FIELD ADDED REBAR AT TOP OF NOMINAL HEIGHT-- COMPOSITE U-LINTEL FOR UPLIFT LOAD �- #5 FIELD ADDED REBAR AT 1.112" CLEAR ---- FIELD PLACED C.M.U. a GROUT z b a -#6 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY 7.6/5" ACTUAL I - BOTTOM REINFORCING — Y PROVIDED IN U-LINTEL a" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) r~ r" E U L Q. 7 r� G_ E 0 fA y C __ .q. � fit :E= O C m+ C'DvN Lm 0q 1 .y C�N Q.2" 2= d�+`v X � = a) 1 C J o en co C J (`6 LL LL fY U w a U WLL a y Ln 0 LL W 0 w w ° OL� o Q 0) O w Z , V w J III /Q W LL a o Q J Co w ° O M W 0' m O (�� z a W°I LL LL' Z O W W U c ° a J vLLJa v/ + 7 L w w Z 0 mXz Z L6 ~ 0 Q g (CV) N Z w g w O 4 Z 2 5 05 z w 0 QN W J C Z E 0 W g O C 0 ti A W 0 V 0 site plan 3/28/19 SHEET A-3 R L/Fed ''.-7 T —#— AR97108 ARCHITECTURAL SITE PLAN SO©E COMPLIANCE SCALE: 1"=,0r L�,lir►IE COUNTY S4,rdC W BASIS OF STRUCTURAL DESIGN: SOIL BEARING: 2000 psf (assumed) WIND: 163mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND UGHT WEIGHT STEEL IS WORKING STRESS DESIGN, THE DESIGN APPROACH FOR REINFORCED CONCRETE IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS ARE AS FOLLOWS: ROOF LIVE LOAD 20 PSF(slope<4:12), 15 PSF(slopez4:12) ROOF DEAD LOAD 10 PSF TC (shingles, metal, modified bitumen) 15 PSF TC (concrete tile) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOADS Uninhabitable attics without storage 10 psf Uninhabitable attics with limited storage 20 psf Habitable attics and attics served with fixed stairs 30 psf Balconies (exterior) and decks 40 psf Fire escapes 40 psf Guardrails and handrails 200 lb Guardrail in -fill components 50 plf Passenger vehicle garages 50 psf Rooms other than sleeping room 40 psf Sleeping rooms 30 psf Stairs 40 psf l _. COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA (SF) 163 1 10.0 20.0 -31.3 1 20.0 18.2 -30.1 1 50.0 15.9 -28.9 1 100.0 14.1 -27.7 2 10.0 20.0 -55.1 Roof > 7 to 27 2 20.0 18.2 -5 0 .2 2 50.0 15.9 -44.2 degrees 2 100.0 14.1 -40.2 3 10.0 20.0 -81.6 3 20.0 18.2 -75.5 3 50.0 15.9 -69.1 3 100.0 1 14.1 -63.9 4 10.0 34.8 -37.4 4 20.0 33.1 -35.3 4 50.0 31.0 -33.8 4 100.0 29.5 -31.7 4 500.0 25.9 -27.7 Wall 5 10.0 34.8 -46.2 5 20.0 33.1 -43.0 5 50.0 31.0 -39.0 5 100.0 29.5 -35.3 5 500.0 25.9 -27.7 1.21 adjustment factor WALLS 1Al-. , o , R ' 0 5 1V GABLE ROOFS OSaO° -t$I _iv'__t'i- , s w'om 1�j 10".<0545' t GABLE ROOFS 10`<0S45* t st:. 1r.,.s R,"m14�"=ac:151m. Nd7 a 4h.00I..N - F < , - prrp `' Imo..._ 1 &J _", HIP ROOFS 10' <.0,:5 30,. rFNFRAI NOTES- 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 ed 2017 FBC: ENERGY CONSERVATION, 6th ad 2014.NATIONAL ELECTRIC CODE 2. ALL GENERAL NOTES 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS 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 SUPP LIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. OF DRAWINGS AND ADDENDUM'S TO ALL S 2.3. GENERAL CONTRACTOR SHALL FURNISH ACOMPLETE SET O i 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 ARCHITECTAND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA 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 THATTHEY 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. 5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS 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 PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL, ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FORA CERTAIN 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 BY ARCHITECT. 8. VERIFY SITE INFORMATION: 8.1. 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: 9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES 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 COMPANIESAND 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. 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 THAN THE SITE PLAN IS ASSUMED TO BEA BUILDING ELEVATION. SITE ELEVATIONS MAYBE 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 / SUBMITTALS I SHOP DRAWINGS: 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLE AT TIME OF INSPECTION. EVEN 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 ACCORDING TO MFR INSTALLATION PE TW THE FASTENING OF PRODUCTS ACCO .AND ARCHITECT'S SPECS, DISCREPANCYBE , 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 AT JOSSITE 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 SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. 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 VERIFYALL 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 LINO -COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN LINO -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 HAVEA 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 3 INCH. 15.4. COMPLYWITH ALL REQUIREMENTS OF ACI 117-10. 15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TOASTM 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, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTHILAP DISTANCE IF NOT NOTED VERIFY W/ ARCHITECT 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. 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.& SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS THAN THAT REQUIRED BY ACI318: -CONCRETE CASTAGAINST 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. VERTICALAND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL REINFORCING BARS ATCORNERS, 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 FBC 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. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING MASONRY. 16.2. MASONRY STRENGTH (fm DESIGN) UNO: -BLOCK STRENGTH = 1900 -MORTAR STRENGTH = 1800 -GROUT STRENGTH = 2000 16.3. GROUT SHALL HAVEA SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A 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 GROUT 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 BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE TOLERANCES E 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 AT THE TOP AND BOTTOM TO ENSURE THAT THE 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: VERTICALAND 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 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 121. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG 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. BONDfTIE 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 CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. 17. FOUNDATIONS: 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILLTO BE CLEAN 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 WALL ABOVE. 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 COMP ACTED 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. SOIL AND SUBGRADE IS TO BE TERMITE TREATED. 17.7. SLAB FINISHES LINO: -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. 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 E (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 SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY. 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. GROUTTOR 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 G90 GALVANIZED 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. 20. HVAC: 20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LA OU /SIZIN Y T IS PROVIDED HVAC CONTRACTOR TO VERIFY. G 20.2. PROVIDE MAN CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR MANUFACTURED 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 BE. PRESSURE TREATED. ALL WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSU RE TREATED TO 0.80 CCA. 21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS: -2x4-10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. -2x6- 2 ROWS 10dCOMMONNAIL @ 12" OC EACH LAYER. -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x10- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2x12- 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 TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, ETC.: -FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATUREAND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) -SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) 21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND 24F-V8AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 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. UNLESSCAMBERAND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH GROWN OR CAMBER UP. IN HEADER CONDITIONS (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 CONC WALL W/ .25" x 3.25" TAPCON @ 16" OC. 21.8. 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 AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND Ed 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 SUBFLOOR USE 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 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE. ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. 23. PE TRUSSES: ABBREVIATIONS: 23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATIONAND CONFIGURATION BEFORE MODIFYING EXISTING ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY TRUSSES. DO NOT CUT A AS ANCHOR BOLT FROM THE ENGINEER AND ARCHITECT. A/C AIR CONDITIONER 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING. AHU AIR HANDLING UNIT 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH AT ACOUSTICALTILE DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED, 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS B.M. BENCH MARK BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL BM BEAM FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE BC BOTTOM CHORD MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. BO BY OWNER 23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING BOTT BOTTOM THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO- BP BOTTOM PLATE TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THATTHE CAPACITY OF THE TRUSS ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON CJ CONTROL (CONSTRUCTION) JOINT THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY CL CENTER LINE BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION. SHALL O CLG CEILING 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS'RAT RUN' CMU CONCRETE MASONRY UNIT LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC. CO CONNECTOR 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT COL COLUMN THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED COIL CONCRETE TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER CONT CONTINUOUS EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD CU CONDENSING UNIT OR COPPER LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, '.PLUMBING, OR CW COLD WATER ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CXN CONNECTION BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS D NAIL SIZE (PENNY) SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED DR DRYER AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT 1080 APPROVAL. THE MFR SHALL DESIGN DISP DISPOSAL CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. DF DRINKING FOUNTAIN 23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE DTL DETAIL AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT DW DRIVEWAY PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR APPROVAL. 'E' EXISTING EA EACH 24. CONNECTORS/FASTENERS: EJ EXPANSION JOINT 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO EL BUILDING ELEVATION WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. ELECT ELECTRICAL 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT EW EACH WAY VALUE IS 2 SPECIFIED CONNECTOR, UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON EWC ELECTRIC WATER COOLER LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EWH ELECTRIC WATER HEATER NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EXP EXPOSED EITHER UNLESS SPECIFIED BYARCHITECT. EXT EXTERIOR EXTG EXISTING 25. SITE/LANDSCAPING: 25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING F1 FOOTING #1 DURING OPERATION. FA FASTENER 25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10% 4:1 SLOPE MAX. FD FIELD (FLOOR) DRAIN FE FIRE EXTINGUISHER 26. DOORS AND WINDOWS: FF FINISH FLOOR 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S FIN FINISH SPECIFICATION/ PRODUCT APPROVAL. FLR FLOOR 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE FP FIRE PROTECTION HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" EPS EXPANDED POLYSTYRENE MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC FTG FOOTING W/ADHESIVE & RECESSED 1/4"x3 1/4" MIN TAPCON @ 8"/4" END. FT FOOT (OR FEET) 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ 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/ 114" x 2.75" GFI GROUND FAULT INDICATOR TAPCONS STAG @ 24" OC. GSF GROSS SQUARE FEET 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: GWH GAS WATER HEATER -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4) GWB GYPSUM WALL BOARD 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 HB HOSE BIB PER FBC R 302.5.1. HDG HOT DIPPED GALVANIZED 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMAIAAMA DOCUMENTS. HW HOT WATER 26.8. GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25 HWH HOT WATER HEATER 27. ELECTRICAL &LIGHTING NOTES IN INCH 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND INT INTERIOR EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. JT JOINT 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE, 27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902. MAX MAXIMUM 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902, MFR MANUFACTURER 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. MIN MINIMUM 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FSC R314. MIN MICROWAVE 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. 27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE& LIGHT. NIC IN NOT IN CONTRACT NITS NOT SCALE 28. PLUMBING: NSF NET SQUARE FEET 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 L-1 LINTEL #1 PROVIDED PLUMBING CONTRACTOR TO VERIFY. LF LINEAL FOOT 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC CONTRACTOR AND ADHERE TO 64E-6, F.A.C. OC ON CENTER 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. OAS OR APPROVED SIMILAR 29. ROOF PENETRATIONS: PL PROPERTY LINE OR PLATE 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER PLY PLYWOOD DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT PT PRESSURE TREATED MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE PVC POLYVINYL CHLORIDE ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. R RADIUS 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: RIA RETURN AIR 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR RCB REINFORCED CONCRETE BEAM PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT RCC REINFORCED CONCRETE COLUMN INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH ILL NUMBERS IF APPLICABLE. RD ROOF DRAIN REF REFRIGERATOR 31. FLAME P SMOKE DEVELOPED INDEX: SPREAD INDEX & REINF REINFORCING 31.1, FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: REO REQUIRED 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 R/W RIGHT-OF-WAY 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 RTU ROOF TOP UNIT 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 S. SIMPSON (MFR) 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: SSE STYRENE BUTADIENE STYRENE 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY SEL SITE ELEVATION SF SQUARE FOOT 33. MISC: SK SINK 33.1. ROOF SYSTEM &FLASHING AS PER MFR INSTRUCTIONS. BOG SLAB ON GRADE 33.2. GUARDRAILS AS PER FBC R312. SS STAINLESS STEEL 33.3. STAIRWAYAS PER FBC R311.7. STAG STAGGERED 33.4. MEP SYSTEMS 1 BFE AS PER FBC R322.1.6. 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1. TBD TO BE DETERMINED USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON. TC TOP CHORD 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. THE TO MATCH EXISTING 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. TOB TOP OF BEAM 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. TOB TOP OF COLUMN 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF'W" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER TOS TOP OF SLAB THAN 1,000SF AS PER FBC R302.12. TP TOP PLATE TPO THERMO PLASTIC OLEFIN 34. FINISHES: TYP TYPICAL 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONEDMABITABLE AREAABOVE. GARAGE UG UNDER GROUND SEPARATION WALL TO HAVEA MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS UNO UNLESS NOTED OTHERWISE 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" VB VAPOR BARRIER STUCCO ON RIBBED LATH. ATTACHTO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC VTR VENT THRU ROOF W/ 1-3/4" EMBED INTO WOOD. 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER!JOIST/BC. WA WASHER MACHINE TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. WP WATER PROOF WD WOOD WWF WELDED WIRE FABRICMESH REVIEWED FOR CODE COMPLIANCE ST. LUCK COUNTY SOCC Q0 ti 00 E o - = C- Et O U a) L1 j+C 0 ��<.0 - a d I!i -p - " Q ate,? rn_ 3 + ccp�tJ= m C0 at < M (D C =1 O O M ti 0) M �wCD N'�Y0 , C m U L M L 4-- LL U it 0 U 00 M 0 0 a 0 0 w a 0 0 0 0 ti 0w Q 0) ou Z v M CS w � Q J W /q/� IVY it z 3 7 Q ® z < V _ U 8 J U M (1)z a o ® M O C:m W 0 o LL z (3)o W U C a D J = U o) w L1J U z :3w Z rF- 0 mMz Z �/� ~ OL1 M o F U ® � o z N w w 0 0 a z a z 0 0 w 0 0 H- Z W 2 2 O U W a 0 0 general notes 3/28/19 SHEET A-4 I 1J.• N01S P. UFB<FOt•.Y 4 .: -*- :. I , AR97108 /� *BUILDER"S WARNING* COMPONENTS AS DEFINED BY VJFCA 1 - 1BB5. FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS ittU OF GIRDER AND STRUCTURAL DATA, NUMBER DESIGN DEPARTMENT APPROVES THEM IN ADVA NCE HAVE TBEEN ANALYZED SV USF HANGERS ARE SIMPSON SHANGERS R USP LESSAY LL BEARING POINTS MUST BE INSTALLED EASTHRAMS COAST TRUSS ) PERMANENT BRACING FOR THE STRUCTURE IS HE 1rsNFFRINQ PLIES AND THE CONNECTION INFORMATION OTHERWSE NOTED. NSTALLALL ACCORDING ANY TRUSSES! ERECTION AND HE � LiTY OF OTHERS. OUR DESIGN DEPARTMENT MUST APPI TO THE CURRENT SIMPSON STRONG -TIE OR USR CATALOG RIOR TO INSTALLING FAILURE RESULT III V In Alt BCSON FOLLOW INSTRUCTIONS ON T01RUSSES SUMMARY ) INSTALL WEB BRACING AS STATED ON SEALED ALTERATIONS ANDIOR REPAIRS TO TRUSSES IN C Cc 41/16" HEEL 9' II FLA CLG 2,,L PE ULfic 'L / 16 fZ1 LINE / \ \ \ \ \ \ ` 311 SLO E VAt LT,C ••, Olt t OR , OH I 011 I OII I O,I I OII I On I OII I OI, I OII �11 I, , O" i'.f�B , OIL\ I II I, 0" ' 9' ' FLAI CLG. \ \ 1 28' 0" -1, 8' 0" _ I TRUSS PLACEMENT PLAN ELEVATIONS Indicates Left End Of Truss On Layout & Engineering Sheets C, 11, i, EAST COAST TRUSS 5285.ST. LU C IF BLV D. Pr PI ERCF. II OFFICE:(772)466-24A0 F,SX 072] fe,. „ NAME:lanniceheri Pool Cabana RESS:12739 Refuge Lane w JOB # of ODEL Custom w ARAGE u) Q FT 1482 ATE 03/13/19 61C15S-3L003 (3) (cl, EAST COAST TRUSSIn the 'Trnxs Dmiyn Fwginum°' Truxses arc dcsig ed 'n accordance will, ibc Florida Railding Cade r approving this placement plan(s), ti gnatured anywhere on this aheel, be istomer or his representifive acknowledges that this placement plan comp e th the structural intent of the project Tha customer also acknowledges that this approval authorizes EAST JAST TRUSS to manufacture thes> trusses and dews, them to Iho project Jlcated on this drawing. The customer also acknowledges that he/she accepts financial sponsibtlity for any repair, engineering, and labor required due to errors her than those of EAST COAST TRUSS. ODE =FBC 2017/TP12014 ASCE 7-1 ESIGN CRITERIA =MWFRS CCUPANCY CATEGORY = II XPOSURE = C WF SPEED =170 UILDING TYPE =ENCLOSED EAN HEIGHT =12.00 GRAVITY LOADS LOOR: DUR FACTOR= 1.0 SF=TOLL - TCDL- BCLL-BCD'L 40.0,10.0,0.015.0 tOOF: DUR FACTOR= 1.25 'SF=TCLL - TCDL - BCLL - BCDL 20.0710.0, 0.0,10.0 'NON -CONCURRENT BC Llops! UNLESS SHOWN ON ENGINEERED TRUSS DRAWING, ALL GIRDER/COLUMN LOADS MUST SY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING FLOOR TRUSSES SPANARNG 20'-0'OR MORE MUST BE SET WITH A SPREADER BAR. THE SPREADER BAR SHOULD BE AT LEAST V2 TO 213 IN LENGTH AS THE SPAN OF THE TRUSS BEING SET. REFER TO BCI-61 FOR COMPLETE ERECTION AND SAFETY PROCEDURES P SHEL Vfi t] REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC IED ❑ APPROVE VOTH CHANGES NOTED ANDRESUBMIT R(IECTFD by Frank Liebler, Architect WEST ELEV SCALE: 3/16"= V-0" EAST ELEV SCALE: 3/16"= T-0" SOUTH ELEV SCALE: 3/16"= V-0" EXTG/UNDER.CON$TRUCTIONHOUSE STUCCO R'eCCfVZ APR 12 Pp 1010 rynitt, St FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE GENERAL SPECIFICATIONS: 1. ROOF: METAL THE OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN. 2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" OR 1/2" GWB OVER R4.1 FOIL INSULATION OVER 3/4" FURRING STRIP. DOWELS AS PER GEN NOTES. 3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. 4. CEILING: 1/2" OR 518" GWB OVER WOOD PE TRUSS BOTTOM CHORD. 5. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ NO VENTS. 6. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G. 7. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT. 8. INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES. PROVIDE 22Wx30H MIN RO ACCESS DOOR TO CONNECT ATTIC SPACES. 9. DEFFERED SUBMITTALS: ROOF TRUSSES, DUCT LAYOUT FLOOR PLAN KEYNOTES: 1. PEAK OF VAULTED CEILING 2. 22"x30" RO MIN ATTICACCESS 3. TYP PORCH COLUMN- UN6" PT, TO FOOTING W/ CO-5, TO EA BEAM END W/ CO-6. WRAP W/ 3/4" CEDAR. 4. TYP PORCH BEAM- (3) 2x12 W/ 1/2" PLY SPACERS. ENDS TO CMU W/ CO-7. WRAP W/ 3/4" CEDAR. FLOOR PLAN SCALE: 1/4"= V-0" _ ,.,,�--------- NEW POOL CABANA.,.._..__._..._-.-_.__.......�—_.._._----...._,y. SHEETINDEX A-1 floor plan/ elevs A-2 framing/ found A-3 site plan — I A-4_ general notes PROJECT DESCRIPTION NEW CONSTRUCTION OF 1 STORY POOL CABANA. ZONING INFORMATION: parcel id: 4504-702-0003-000-5 RS-3 (St Lucie County) flood zone: RE-2 UTILITY INFORMATION: gas: no sewage: septic potable water: well conditioned living area 1,064 sf covered porch 304 sf added building area 1,368 sf extg ground level building area 3,588 sf total new building area 4,956 sf allowable building area (20%) 5,304 sf lot area 26,519 sf conditioned volume 10,565 cf FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS #& Well # s�l-2G5s8 Date: 141 I,Um Reviewer: -- , 77, 41261C Use 1Y� A -'\cii _ � 1 tJ t.� Or C'Ck i� yf b�c.yf U/4 THICKNESS ON FLOOR ID DESCRPTION SPECS PLAN - REINFORCED CMU WALL W/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 9" REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A-1 61, --- WO/ FINISHES r LJ IL.,��•:1 REINFORCED CMU COLUMN SEE FLOOR PLAN VARIES NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" LOAD BEARING 2x4 WALL SEE BRG WALL DETAIL 4.5" ,ANNED BY de County E U d U N N d Co�``I.O c -"` CL = to 2 CD M LO E C Q + a -' �a c CO = — CN m c v •fA ENZ.� C n a) (n �2c0�'� y +,�, Y 0 0 C U n N LUL LL U U U o' a U LL U x 0 W 0 w W ti ❑ Z ❑ In CF) ' Z M Q J W U W m LL >W U U C ^' a m z_ O Z MW W m O z ii P^ 6b ) �� w ❑ LL Z O W U � a _ J (, w :mow U Z = W Z H^—` W VILi v= m Z 0 U Q M 0 U 1� 1 _ Z Z N Z W 2 W O Z �a ❑ m z 3 a C6 Z U y W O a41 W J Z z W 2 O U W a floor plan/ elevs 3/28/19 SHEET ®1 OF IF g. NC1S P. Q'F'q .91 •I� —*— fit• NORTH ELEV 6'H ALUM GATE igoq --o331-0