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Home My WebLink AboutRevision Building PlansWALL LEGEND THICKNESS ON FLOOR ID DESCRIPTION SPECS PLAN REINFORCED CMU WALL SEE TYP WALL SECTION 9" W/ FINISHES REINFORCED CMU WALL SEE TYP WALL SECTION 8" W/O INT FINISH ❑ REINFORCED CMU COLUMN SEE FLOOR PLAN VARIES NON LOAD BEARING INT WALL SEE PROJECT SPECS ON A-1 4.5" iT'i777Ti " LOAD BEARING 2x4 WALL N/A NONE PRESENT 4.5" FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS. 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE. FLOOR PLAN KEYNOTES: 1. 22"x30" RO MIN ATTIC ACCESS 2. TYP PORCH COLUMN- 12"x12"x8" CMU, 4 #5 VERT. 3. TYP PORCH BEAM- CASTCRETE 8F16-1B/1T. 9'-4" TOB. 4. NON BRG DROP HEADER 38'-4" 11'-51/4 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= 1'-0" PROJECT SPECS: 1. INSULATION: R20 SPRAYFOAM @ CONDITINED ROOF DECK, & ATTIC SEPARATING KNEE WALLS @ PORCHES & GARAGES. R-13 BATT @ GARAGE SEPARATING WALL, FLOOR TO CLG. PROVIDE ACCESS HATCH TO CONNECT Al rIC SPACES. SLOPE AS PER ELEV METAL OVER PEEL/STICK OVER 5/8" CDX PLY OVER PE WOOD _ ROOF TRUSS AS PER FRAMING PLAN. PE TRUSS AS PER FRAMING PLANS - INSULATION AS PER PROJECT SPECS -� SEE FRAMING PLANS OR CONNECTOR SCHEDULE METAL DRIP OVER PT WOOD DRIP OVER 2x8 CEDAR FASCIA TO TRUSS ENDS W/ �1 (2) #16d NAIL, -5.5" TRUSS HEEL UNVENTED ALUM SOFFIT PANELS LINTELS PER DOOR/WINDOW/LINTEL SCHEDULE STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC W/ CONT CMU BOND BEAM TOP (2) COURSES W/ #5 REBAR EA COURSE- 1/2" OR 5/8" GWB OVER OVER 3/4" FURRING STRIP. GARAGE WALLS TO BE UNINSULATED & UNFINISHED. WALL REINF AS PER NOTE 16.8/GN-1. DOWELS PER NOTE 17.2 GN-1. PROJECT SPECS: A-1 GENERAL NOTES: GN-1 FOOTING PER FOUNDATION PLAN & FOOTING SCHEDLE- REINF PER FOOTING SCHEDULE 9 GRADE AS PER SITE PLAN •L j TYP WALL SECTION SCALE: 1/2"= V-0" +_SEE.ELEVS 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BC. GARAGE HOUSE F3 OPTIONAL CJ/EJ 44- 4 MONO 91 STEP g OPTIONAL CJ/EJ W -` MONO CURB/RECESS ,P.. n SOG/FILL/COMPACTION PER 17 NDATON PLAN AND NOTE 17/GN-1 SHEETINDEX A-1 floor plan A-2 elevs A-3 foundation/ framing A-4 elect, plumb GN-1 general notes PROJECT DESCRIPTION NEW 1 STORY SF RESIDENCE. ZONING INFORMATION: PARCEL ID: 3402-607-0239-000-0 RS-3 (ST LUCIE COUNTY) FLOOD ZONE: X UTILITY INFORMATION: gas: n/a sewage: septic potable water: public AREA CALCULATIONS: conditioned living area 1,991 sf garage 563 sf front porch 617 sf rear porch 383 sf total building area 3,554 sf conditioned volume 18,915 cf DOOR/ LINTEL SCHEDULE ACTUAL PRESSURES DESCRIPTION D1 31.9, -41.7 3-0 8-0 CC 8RF14-1B/1T S. SWING, GLAZED D2 31.9, -41.7 6-0 8-0 CC 8RF14-1B/1T D. SWING, GLAZED D3 28.2, -31.5 16-0 8-0 CC 8F16-1B/2T SECTIONAL OVERHEAD SEE GEN NOTE 26. CC= CASTCRETE WINDOW/ ACTUAL PRESSURES W H W1 33.4, -44.8 (2) 3-0 5-2 :• LINTEL 8-0 LINTEL SCHEDULE LINTEL TYPE NOTES CC 8F16-1B/1T (2) S. HUNG W2 33.4, -44.8 3-0 5-2 8-0 CC 8F16-1B/1T S. HUNG W3 33.4, -44.8 (2) 3-0 5-2 8-0 CC 81`16-113/1T (2) S. HUNG W4 33.4, -44.8 3-0 5-2 8-0 CC 8F16-1B/1T S. HUNG W5 33.4, -44.8 (2) 3-0 5-2 8-0 CC 8F16-1B/1T (2) S. HUNG _ EGRESS W6 33.4, -44.8 (2) 3-0 5-2 8-0 CC 8F16-1B/1T 2) S. HUNG EGRESS W7 33.4, -44.8 3-0 4-6 8-0 CC 8F16-1B/1T S. HUNG W8 33.4, -44.8 3-0 2-0 8-0 CC 8F16-1B/1T _ FIXED W9 33.4, -44.8 2-8 5-2 8-0 CC 8F16-113/1T S. HUNG EGRESS W10 133.4, -44.8 2-8 5-2 8-0 CC 8F16-1B/1T S. HUNG SEE GEN NOTE 26. CC= CASTCRETE PRODUCT APPROVAL AFFIDAVIT GLASS ITEM TYPE IDi BUILDING DP 2 PRODUCT DP TYPE MFR MODEL APPROVAL 4 FASTNERS6 DOOR OVERHEAD ALL 31.9, -41.7 36 ,-44 N/A DAB ANY NOA 20-0107.06 DOOR S. SWING, GLAZED ALL 31.9, -41.7 50,-50 IMPACT Jeld Wen ANY FL 16674.2 DOOR D. SWING, GLAZED ALL 31.9, -41.7 50,-50 IMPACT Jeld Wen ANY FL 16674.4 WINDOW FIXED ALL 33.4, -44.8 55,-55 IMPACT Jeld Wen ANY FL 14088.3 WINDOW S. HUNG ALL 33.4, -44.8 65,-70 IMPACT Jeld Wen ANY FL 14095.1 WINDOW S. HUNG ALL 33.4, -44.8 65,-70 IMPACT Jeld Wen ANY FL 14095.4 WINDOW MULLION ALL 44.8 57 N/A Jeld Wen 1x3 FL 11870.1 t-clip w/ (4) .25"x1.5" embed ea clip ROOFING UNDERLAYMENT ALL N/A N/A N/A Owens Corning WeatherLock NOA 18-0523.02 self adhered -56.1 field, - ROOFING METAL ALL 78.8 edge -166 N/A Dynamic Metals 1500 FL 27499.12 clip @ 16" oc/ 4" ends 1. 'ID' as per door & window schedule, or all meaning worst case of all similar items of that type. 2. If building dp are left blank- see door & window schedule or design pressure chart. 3. This affidavit is only to verify product's compliance with wind loads. 4. Unless products are specifically submitted for verification by contractor, they are assumed. 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. 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 building design pressures. 7.1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. PN +-' o E o U ` at; _ E +. ° c c°+ o - CU CL (n r*o L a c ® Lo E ao 'qtCM + m 1_ N (D V = N N i m E- N CY) •N L=co ~ ~ a) N 0 c + � Y C J J O U. V r U co LL "' 0 t.7 0 U w 0 a U LL U w a U) x 0 LL 0 w n. 0 w 0 0 z 0 w J O w W o V N � W uj W Uj M z a V v) -� z W w a WJ Z Q z m z J � to to w Ill LL o LL p z CL a z .J C� E w x z '^ (� ¢ W w �J J x l� F- 0 WI---- 0 z w d U 0 Z z z w 2 w U z 0 z g a vi z 0 w 0 ui u� 0 J z w O U W H floor plan 8/27/21 SHEET A-1 r;�'c,IS P. L�F9 9 AR97108 RIGHT ELEMATION SCALE: 3/16"= 1'-0" LEFT ELEV TION SCALE: 3/16"= 1'-0" 4112 METAL FRONT ELEVATION SCALE: 3/16"= 1'-0" um I E r o O E U� t1 N C = � ONp L� co L a;Q Lo a C 'D -Q 0. cc::" 0 'D rn� m r= N N d M m N� G p �j .C] .i 62 Oco LL U U 4— U W u u Z 00 0) ° ( u Wu W c' M J - C s Z LIJ LL u ti v W 0- J L� �cl) u LL W aC 0 c 0� u- O Z w J u LL a Z C� E LL 17 LL Z n 4 LL u r n VJ z u a_ F z W C LL Z LL a elevs 8/27/21 SHEET A-2 �. NoS R LIA e�, .9 AR97108 REAR ELEVATION SCALE: 3/16"= 1'-0" ROOF PLAN SCALE: NT'S 10'-8" • r— — — — — --_. - — — — —i iI � 1IIIII(IiI -II III I II I I II II s -N tO 1 F4 SOG, MONO, INTERIOR 20_ xCO/NTx1 80'-0" (2) #5 CONT SWR RECESS FFE: -0'-4" � FOUNDATION NOTES: lk -SEE GEN NOTES 17.2 FOR DOWEL LOCATIONS. FILLED WALL CELLS ARE MARKED ON PLAN FOR CLARIFICATION. -SEE FLOOR PLAN FOR DIMENSIONS FOUNDATION KEYNOTES: 1. TYP FILLED CELL zo 6-7" 12'-5" 38'4" V-111/4" 1 V-51/4" 1 V-11 1/4" ---------------- — — — — — F2, TYP PORCH 4" SOG AFF: -0'-4" 1/8" SLOPE F4 8!-6" 10'-11/2" 12'-51/2" T-3" -------------------- — ------------------ — — — - —— �IIII (I --———————————————————————— I 1iIII II I- II IIII ( — 12'-7" 4'-8" 2'-1/2" T-5" F3 FTYP HOUSE UN'O 5'-4" F3 4"SOG AFF: 0'-0" 4" SOG T-3 3/4" 2-7L" AFF: -0'-4" 1/8" SLOPE — — — — — 1----•IIIIIIi III I I I II II LI � I i I I I I IIII I— — —T-3 6'-11 314" 8'-11 1/2" 1 V-5" 4" SOG AFF: 0-4" 118" SLOPE F2, TYP PORCH ----------- T-3" IIIII ---------- FOUNDATION/SLAB PLAN SCALE: 1/4"= V-0" CONNECTION (CXN) SCHEDULE TRUSS ACTUAL ACTUAL CONNECTED ELEMENTS REACTION ID UPLIFT GRAVITY CONNECTOR ID A L1U"LUUU11UUeam locations uno truss CO-1 valley truss to ea supporting truss truss CO-6 or CO-7 truss GR2 truss CO-8 truss GRA 18,27 truss Co - truss GRB 18 truss Co - truss GRB1 truss CO-9 1. Connector ID references the connector (CO) 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. CONNECTOR (CO) SCHEDULE ALLOW• r CONNECTED ELEMENTS UPLIFT GRAVITY CITY MFR MODEL CO-1 see CXN sched 1810 1 Simpson META 20 To truss w/ (9) 10d x 1.5" CO-2 see CXN sched 2035 2 Simpson HETA 20 To single ply truss w/ (10) 10d x 1.5" CO-3 see CXN sched 250 22 Simpson IHTSM20 HETA 20 To multi ply truss w/ (12) 16d To conc w (4) .25" x 2.25" tapcon. To truss w/ (10) CO-4 missed or misplaced co-1 1175 1. Simpson 10d x 1.5" To conc w/ (4) .25" x 2.25" tapcon. To truss w/ (10) CO-5 missed or misplaced co-1 2350 2 Simpson HTSM20 10d x 1.5" To valley truss be w (3) 10d x 1.5". To supporting CO-6 see CXN sched 370 1 Simpson VTCR truss tc w/ (4) 10d. To valley truss be w/ (4) 10d x 1.5". To supporting CO-7 see CXN sched 500 1 Simpson MST12 truss tc w/ (4) 10d x 1.5. To truss w/ (16) 10d. To conc w/ (2) 5/8" TR epoxied CO-8 see CXN sched 10980 1 Simpson HGT-2 12" into bond beam. To truss w (22) 10d nails. To conc w/ 5 8" TR epoxied CO-9 see CXN sched 3965 1 Simpson MGT 12" into bond beam 1. Refer to connection CXN schedule for connector locations. 2. 'CITY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank, refer to drawings. CAST-CRETE LINTEL DIAGRAM , ----F = FILLED WITH GROUT / U = UNFILLED QUANTITY OF #5 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY FOR GRAVITY LOAD 6F16-1 B/1 T 1 NOMINAL WIDTH L- QUANTITY OF #6 FIELD NOMINAL HEIGHT--` ADDED REBAR AT TOP OF COMPOSITE U•LINTEL FOR UPLIFT LOAD #5 FIELD ADDED REBAR AT TOP OF COMPOSITE U - LINTEL MIN. (1) REQ'D • 1-1/2" CLEAR --FIELD PLACED C.M.U. a a " • �` O < GROUT H 2 I a • #5 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY 7.5l8" ACTUAL - BOTTOM REINFORCING PROVIDED IN U.LINTEL 8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) LINTEL AS PER WINDOW/DOOR SCHEDULE DOOR & WINDOW BUCK AS 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 INT �1• y SECTION ELEVATION CHANGE- ELEVATION VIEW I,-- E Q O � 0 N � C mot-CN .CU a :�:J �,i CD i01 �C�� m p Q M a)�._ E `� N -Q •� i=N iv 0 (a Y J C r) C r CU LL v �- CK U W U N Z 00 W Nt UJ 0 M V U) Z W �— W W n: LL Uj Q G1 H O Z W a� Z C.� E Z co L.. m W I--- Z F_ Z W O H x foundation/ framina 8/27/21 SHEET A-3 r,�)!��C%S . AR97108 , SCALE: NTS w w E2 E2 L5--- i I I I I I I L5-----------------------L5 I I I I I I I I I I I I L5 L5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I L5 I I I I I I I I I I L5 I I I I I I I I I I 1 I I I I I I L5 i I I I I I I I i I I E5 E2 L5 I I I I I I i I I I I I I I I I i I I I I I i E2 E5 I L5 I I I I 1 I I I I 1 I I I I I L5 I I I I I L5 I I I I I I I L5 I I I I I i i I I WOf I I I I I I I I I I I I t I I I I W i i i I I I i I I I I I i I I i I I 05' \\�E5 L5----------------------- L5 L5 E2 w E2 DETACHED GARAGE/SHED ELECT PLAN SCALE: 3/16"= T-O" SK 1.5" AAV i "„ SCALE: 1/8"= T-0" L 11 ELECT PLAN NOTES: 1. SEE GENERAL NOTES 27 ON GN-1. 2. GFI PER PLAN & GEN NOTE 27.4. INCLUDING ALL RECEPTACLES IN LAUNDRY ROOM, WASHER, DISHWASHER, GARAGE DOOR OPENER. 3. PROVIDE DISCONNECTS FOR WATER HEATER, CU, AHU 4. ALL 120 VOLT BRANCH CIRCUITS SUPPLYING RECEPTACLES INSTALLED IN FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT (NEC 210.12(B)). L1--------------- --- L1------------- - - - - -- L1--------------------L1 I i i I I I I I FL L1L1-------------------L1--------------------L1 u� ` w ` %'' `n w f E1 w W W w CO: w w W I 00 1 LS F, I ww L1---------------- L1 E1 I \� i L----------r' E2 � , I E1 L1 `� L1 L1----------- L1 I SD E1 / I i w W E1 E-RG i FA / I N L7 w W W % SD / I W w / i I I I I E2 m L5 /,' i FL i L1 - - - LS I // i E1 SD E-OV W L91t----------'I E1------------------------ I N I w ` I -- - - - - - - - - - - - - - - -- � L1 E2 L1 I � I � ' 05 w I I � E1 ` / — — L12 j L1———————— — — — — —— L1---------------L1 _ W �\ I I 4 i i SD E2 J EX I I W E1 PIP w 90 CD x� I w0 I WX E150 wx I FA i i I E1 I � I L5 E1 I i I FA I I E1 I L1 .' L1------------- --L1 I I E1 L9 E2 E1 L1---------------L1 Li w W to r I I W JLO ------ I I W ALL L11 ------------------- L1=-----------------L1------------------------ L1------------------------ L1L1 L11 ELECT PLAN LEGEND L1-------------------- L1 E1 I I I I I I I I I I I I FA ELECT PLAN SCALE: 3/16"= 1'-0" E1 120V DUPLEX RECEPTACLE E2 120V GFCI DUPLEX RECEPTACLE E3 120V RECEPTACLE recessed for tv E4 120V GFCI DUPLEX RECEPTACLE- soffit E5 120V GFCI DUPLEX RECEPTACLE wl water protected box E6 240V RECEPTACLE- gene backfeed w/ panel lockout E7 120V RECEPTACLE- floor E8 PANEL FOR RV: 120V- 20A GFI, 240V- 30A & 50A E- ELECTRIC FOR LABLED APPLIANCE L1 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 WALL MOUNT READING LIGHT L11 EXTERIOR MOTION DETECTOR LIGHT L12 RECESSED CAN LIGHT- wet location L13 RECESSED CAN LIGHT- exterior soffit 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, soft t if unvented FL FAN/ LIGHT COMBO FA FAN W/O LIGHT JB JUNCTION BOX SD SMOKE/CO2 DETECTOR- interconnected, hardwired w/battefY TV TELEVISION CABLE NEW METER OQ0 co VO 0 no cg cg c_j Mw_j aQ o Q aQ CL Q N �� N NN �IJO GEC TO CWP, UFER, c c c c INTERSYSTEM NEW UNDERGROUND WIRE SIZE BY ELECTRICAL CONTRACTOR ELECTRICAL RISER DIAGRAM SCALE: N.T.S. Electric Load Calculation E5 L11 220.12 General Lighting Load 3 vaW of floor area, including unused space adaptable for future use. Floor Area = 1991 fe 5,973 va Basement Floor Area = fe va 220.52(A) Small Appliance Load 1500 va 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(8) Laundry Load # of Laundry Branch Circuits =■ 1500 va - 1,500 va Total General Lighting 8 Appliance Load- 10,473 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at i00% 3,000 va From 3001 to 3.2o,000 at 35% 2,816 va Remainder over szo,000 at 25% - va Total Lighting Demand Load- 5,616 va 220.54 Electric Clothes Dryers Qty 1 Electric Dryer #1 5 00 kw 5,000 w city 0 Electric Dryer #2 kw - w 220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens QtY 1 Electric Range Nameplate 8.00 kw Qtyl 1 Wall Oven Nameplate 8.00 kw Qtyl o _ kw Electric Cooking Demand Load= 10,400 w 220.61 Fixed Electric Space Heating Loads or Air Conditioning Load: _ Fixed Electric Space Heat #i 10.0 kw AC#1/Geo 16 SEER 4 Ton 5.1 kva Fixed Electric Space Heat #2 - kw AC#a/Geo kva Fixed Electric Space Heat #3 kw AC#3/Geo kva Fixed Electric Space Heat #4 kw AC#4/Geo kva Fixed Electric Space Heat #5 kw AC#5/Geo kva Total Heat & AC Load = 15,078 va 220.14 Appliance load --Dwelling Units Qty Description vaiwattsl ON naarrintinn si.nka� 0 i Dishwasher 1,200 i Refrigerator 1,440 1 Microwave 1,580 0 0 0 Total Connected Appliance Load = 31,220 va 220.53 Appliance load —Dwelling Units Total Appliance Demand Load = 23,415 va 220.60 Motor Loads Q 120 Volts Qty Description va(watts) Qty i Description va(watts) 3/4hpPool/Spa Pump 563 0 1/2hpGarbage Dispose 375 0 1/2hpGar/DoorOpener 375 0 E�E - o Total Motor Load = 1,313 va 430.24 Several Motors or a Motors) and Other Load(s) 25% of Largest Motor Load = 141 va Total Motor Demand Load = 1,464 va TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 60,962 va TOTAL CALCULATED DEMAND LOAD in AMPS @1201240V 1ph3W = 254 amps EXISTING SERVICE SIZE NEW AMPS MINIMUM SERVICE SIZE 400 AMPS SERVICE SIZE REQUESTED = 400 amps Note: Electrical contractor to verify accuracy and completeness of load calculation. HVAC specs are esitimates only A L C W O 'ca ,F, d LIB m p 8� v 0 N .O � C C W W W Z Z W 0 U Tr i W U Z W vJ �W/ L.I. cJ G Q LL J Z rr vJ W Z elect, plumb 8J27/21 SHEET A-4 BASIS OF STROCTURAL DESIGN: SOIL BEARING: 2500 PSI(assumed) r WIND: 160mph (ult), risk at 2, exp C, wind borne debri region, .18 enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIG�TSIGN. APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STR DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE IS ULTIMATE STRENGTH 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) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS S DRAWINGS) (SEE ) ( FLOOR DEAD LOADS 15 PSF TC, 5 PSF BC FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOADS: it storage 10 psf Uninhabitable attics witho Uninhabitable attics with I mited storage 20 psf Habitable attics and attics served with fixed stairs 30 psf Balconies (exterior) and cks 40 psf Fire escapes 40 psf Guardrails and handrails 200 lb Guardrail in -fill componerts 50 plf Passenger vehicle garages 50 psf Rooms other than sleepir g room 40 psf Sleeping rooms 30 psf Stairs 40 psf WIND PRESSURES asd COMPONENT AND CIADDING LOADS... FROM TABLE FBC R301.2(2) EFFECTIVE ZONE WIND AREA (SF) 160 1 10.0 24.9 -56.1 1 j j 20.0 21.5 -56.1 1 1 1 50.0 16.9 -43.3 1 1 1 100.0 13.6 -33.4 2r 10.0 24.9 -73.1 Hip Roof 2r 20.0 21.5 -65.8 7 20 2r 50.0 16.9 -56.3 d deg 2r 100.0 13.6 -49.0 2e, 3 1 10.0 24.9 -78.8 2e, 3 1 20.0 21.5 -70.9 2e, 3 1 50.0 16.9 -60.4 2e, 3 1 100.0 13.6 -52.4 4 1 10.0 33.4 -36.3 4 1 20.0 31.9 -34.7 4 1 50.0 30.0 -32.8 4 100.0 28.4 -31.2 4 500.0 24.9 -27.7 Wall 5 10.0 33.4 -44.8 5 20.0 31.9 -41.7 5 1 50.0 30.0 -37.8 5 1 100.0 28.4 -34.7 5 500.0 24.9 -27.7 Garage 9'x7' 1 29.4 -33.3 Door 16'x7' -3 1.21 adjustment factor used ?h I-j- * % (aJ-, - I r i- I ;i - - I I � ,= I I I I t_ ___ rt 1 h I I I ,�11 G 1 Ct� I I I' `1 8]. a A TIZIN I I G,.6t, I I G.b.4 L, I L - - r_. __c _ J I Fi2',, �l l.N GaVe and Plat Roots LH 5 7' a N_ _. = - r its ___ I 0 - _ I 1 I 1` x , I 1 I 1 1 y t 1 I i 1 1 1 $ i t. tl 1 FIE F ATit7N , I I I I I ,-,I---1-�- . -. I III-: a \ Gabi* and l' lat Roots P I{ US 45" - _ ; 1~ -_ I w1 F < f I ♦ - I , I 1 1 �1 `� Iw o I �� $ I al � I i . , EL.EVATItl\ I r , + ` , I `i I Yi, ll N � t Hip Roots 7* C o:45" --,�k r, ` =i1. 1:1 Walls VCIVCf%J6%L IVV 1 CJ- I WbIUCIILIaI 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: -2020 FBC: RESIDENTIAL, 7th ed -2017 NATIONAL ELECTRIC CODE -2020 FBC: ENERGY CONSERVATION, 7th ed -ASCE 7-16 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 SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. T 2.3. GENE RAL CONTRACT OR SHALL FUR NISH A COM PLETE SET OF DRAWINGS AND ADDENDUM'S O 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 ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE A 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. 5. COORDINATION: 5A. 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 FOR A COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT, UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). 7. CONDITIONS NOT DETAILED: 7A. 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 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 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: UNDER CON, MAKE 9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR U CONSTRUCTION, AND ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 10. DIMENSIONS: PLANS REQUIREMENTS. " R "FINISH." SEE FOR RE UIR 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "ROUGH O Q 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 VERIFY ALL EXISTING CONDITIONS FOR WORK TO EXISITING BUILDINGS. 11. HEIGHT ELEVATIONS: 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'4- (BUILDING ELEVATIONS MAY BE NOTED AS "BLDG EL. _" OR "EL. _" OR "AFF. e") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE LA ELEVATION IS ON ANY PNS OTHER THAN 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 MAYBE 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 / 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 AVAILABLEATTIME 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 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 AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSESITECHNIQUES 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 THATTHE 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 VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO F ABRICATIONAND START OF 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-ONI-GRADE TO BE 3000 PSI CONCRETE MIN UNO -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN UNO 15.3. CONCRETE, WHEN PLACED, SHALL HAVE A SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS ON -GRADE WHICH SHALL HAVE A MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH, 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, IF A SPLICE 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 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 A' S) 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 BY AC1318: -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 THAT THE 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% FLY ASH 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 I=ROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO. -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 THK 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 REQ FOR MASONRY STRUC TURES". 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 A 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 SPECIF IED 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: 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. LINTELS TO HAVE 4" MINIMUM BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, OA LINTEL LENGTH IS +/- AS LONG AS MIN BRIG IS MET. DOOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. 16.10. LINO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO CONTROL CRACKING. 16.11. BOND/TIE 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: 17A. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISNEGITATION. FILL TO 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 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 LINO. SEE WALK_ 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 A 4-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. 17.47. 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 HE 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 AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 101. 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, FABRICATIONAND 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 IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE". USE E70XX ELECTRODES UNO. 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 18A. 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. 1&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 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 LAYOUTISIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY GRILLES ETC, SHALL BE DETERMINED BY HVAC LICENSED CONTRACTOR. 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 BE PRESSURE TREATED. ALL WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE 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 10d COMMON NAIL @ 12" OC EACH LAYER. -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. -2xl0- 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 21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC WALL W/ .25" x 3.25" TAPCON @ 16" OC/8" ENDS. FOR INTERIOR BRIG WALLS USE 1/4" x 2.75" TAPCON @ 32" OC/8" ENDS. 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 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. NAIL SPECS: ASTM F1667 RSRS-03 (2'/z" x 0.131") 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 LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY AB ANCHOR BOLT FROM THE ENGINEER AND ARCHITECT. A/C AIR CONDITIONER 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUt',TING. AHU AIR HANDLING UNIT 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH AT ACOUSTICAL TILE DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED. B.M. BENCH MARK 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 BM BEAM FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE BC BOTTOM CHORD MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. BLK BLOCK 23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING BO BY OWNER THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS-10- BOTTOM TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS BP BP BOTTOM PLATE 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 THAT ARE OF INSUFFICIENT CAPACITY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION. CL CENTER LINE 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS 'RAT RUN' CLG CEILING LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC. CLR CLEAR 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPOR-r CMU CONCRETE MASONRY UNIT THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMI TED CO CONNECTOR TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER COL COLUMN EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNVvARD CONC CONCRETE LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR C CU CONTINUOUS CONDENSING UNIT OR COPPER ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CW COLD WATER BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS CXN CONNECTION SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED D NAIL SIZE (PENNY) AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER. DF DRINKING FOUNTAIN 23.8. FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE DIA DIAMETER AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT DIM DISP DIMENSION DISPOSAL PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR DN DOWN APPROVAL. DR DRYER 24. CONNECTORS/FASTENERS: DTL DW DETAIL DRIVEWAY 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 'E' EXISTING 24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT VALUE IS >_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ,DN EA EACH LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EJ EXPANSION JOINT NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EL BUILDING ELEVATION EITHER UNLESS SPECIFIED BY ARCHITECT. ELECT ELECTRICAL ELEV ELEVATOR OR ELEVATION 26. EXTERIOR DOORS AND WINDOWS: EW EWC EACH WAY ELECTRIC WATER COOLER 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S EWH ELECTRIC WATER HEATER SPECIFICATION/ PRODUCT APPROVAL. EXP EXPOSED 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"A" END. PT 2x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & EXT EXTG EXTERIOR EXISTING RECESSED 1/4"x3 1/4" MIN TAPCON @ 12"A" END, 26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM F1 FOOTING #1 ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75" TAPCONS STAG 24" OC. �o FA FASTENER 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: FD FIELD {FLOOR} DRAIN -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308A) FE FIRE EXTINGUISHER 26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS. FF FINISH FLOOR 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-38" THICK SOLID WOOD AS FIN FINISH FLR FLOOR PER FBC R 302.5.1. FP FIRE PROTECTION 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. EPS EXPANDED POLYSTYRENE 26.8. GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC 5 0.25 FTG FOOTING 26.9. SIZES ARE NOMINAL AND CAN VERY +/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. FT FOOT (OR FEET) 27. ELECTRICAL & LIGHTING NOTES GALV GALVANIZED 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL_ CONTRACTOR. IF LAYOUT/:SIZING IS PROVIDED GFI GROUND FAULT INDICATOR TO VERIFY. ELECTRICAL CONTRACTORGWH GSF GROSS SQUARE FEET 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. GAS WATER HEATER 27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902. GWB GYPSUM WALL BOARD 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902, 2T5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER. HB HOSE BIB 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314. HC HOLLOW CORE 27.T CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. HDG HOT DIPPED GALVANIZED 27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. HORIZ HORIZONTAL HW HOT WATER 28. PLUMBING: HWH HOT WATER HEATER 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL BE DETERMINED BY A LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO IN INCH VERIFY. INT INTERIOR 28.2. T IZING SHALL BE BY A LICENSED SEPTIC SEPTIC &DRAIN FIELD IS SCHEMATIC, EXACT LAYOU !S S CONTRACTOR AND ADHERE TO 64E-6, F.A.C. JT JOINT 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OFT HE BUILDING. MAX MAXIMUM 29. ROOF PENETRATIONS: MEP MECH/ELECT/PLUMB 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER MFR MANUFACTURER DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT- MIN MINIMUM MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE MO MASONRY OPENING ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. MW MICROWAVE 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: NIC NOT IN CONTRACT 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: NTS NOT TO SCALE 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 NSF NET SQUARE FEET 31.3. INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450 31.4. WALL/CLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450 LF LINTEL #1 LF LINEAL FOOT 32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA: 32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY OA OVERALL OC ON CENTER 33. MISC: OAS OR APPROVED SIMILAR 33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS. 3o,�ARDRAI a F13G R312 PL PROPERTY LINE OR PLATE AS PER -r cntlotntlnvnc oco core o��tl� � PLY PLYWOOD 38.3. � PER FBG R322.1.6. PT PRESSURE TREATED 33.4. 33.5. MEP SYSTEMS!' BF-E, oco MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1. PVC POLYVINYL CHLORIDE 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. R RADIUS 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. R/A RETURN AIR 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. RCB REINFORCED CONCRETE BEAM 83.9. RCC REINFORCED CONCRETE COLUMN AS PER F13G RD ROOF DRAIN THAN 1,0008F • REF REFRIGERATOR 34. FINISHES: REINF REINFORCING 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. REQ REQUIRED USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE. GARAGE RAN RIGHT-OF-WAY SEPARATION WALL TO HAVE A MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS RTU ROOF TOP UNIT PER FBC R302.6. SEE DOOR GEN NOTE 26.6. 34.2. -1 A. FOR EXTERIOR CEILINGS/SOFFITS S/SOP TM C1063 1 O E G FIT E MIN. 5/8" LATH PER FBC R703.7.1/AS SUS EXTERIOR LA AS S. SIMPSON (MFR) STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W! 11GA NAILS W/ 3!8" HEAD @ 6" OC SBS STYRENE BUTADIENE STYRENESEL W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE: A SITE ELEVATION VINYL CONTROL JOINT IN STUCCO. SF SQUARE FOOT 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC. SF SIMILAR TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.. SK SINK SOG SLAB ON GRADE SS STAINLESS STEEL STAG STAGGERED TBD TO BE DETERMINED TC TOP CHORD THE TO MATCH EXISTING TOB TOP OF BEAM TOB TOP OF COLUMN TOS TOP OF SLAB TP TOP PLATE TPO THEROO 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 QD I` 0 T E O E j L = a � T_ - 6 (U N m c- _ CL _ = OJNp N Cc .0 v � 0 C - C W ,z) E -a •=_ Q CL 5 It - rn f,9 r V � _ c 'N co Im24)IMNC �) v p _ c, OZ . n 0♦ , YI0 O � CU LL CK U U w cc a U LL U w a a) V) x F- m 0 0 w IL 0 J > ILl 0 0 a 0 w J WW 0 w C.) CV F- z DO 0) U w W W W 0 CY) o z V -J v 'mot Z LL U.]W a W � [L z in a J I. m z IIIIIIIIIIIIIIIIIIIIIIII 0 w W Q 0 o W LL 0� W Z � i 4_J (1) w IL 0 J Z V E w x - Z U) 3: M a- w a W w J, x D) 0 W W I- z o 0 Z IIIa U 0 z r z w 2 w 0 I < 0 to z a vi z 2 In w d0 W 0 J < 0 F_ Z W O W Q 0 0 general notes 8/27/21 SHEET GN-1 %P•. ...0 o. ' NCtS P. UFez '."9 :• QZ 6` . .:( -*- �. _ _ AR97108 :, )A � =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that zhDo not stand on trusses until they are braced per BCSf &properly nailed to straps and hangers ! ! should be read and given special attention to all WITH CRANE OPERATOR ADVANCE FOR A SPREADER BAR OF 41' - ersons installing trusses. &ARRANG O O R I 46 I N LENGTH!! SPACING NOTE All trusses are to be set 2'-0" on 61-08-00__ _ center except as noted. 5-04-00 3-08-00 10-08-00 3-08-00 38-04-00 MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE A.- 11 SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. u Jti c I i o 4s o 1\1�� o p R 1 �kr GR S XJU DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less 60 degrees or less er Bar to Tag line E� 112 span —� Tag line —'�21 p n. ��► approx. U2 of Span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. I AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING �r ~TF?IISS SEAT PLATES BY CHAMBERS TRUSS IL, REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRYING TRUSS HANGER ID 112-10d FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS N GR2 THD26 x1 1/2 18-16d *Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1 /2" Hatch Legend WALL HEIGHT V-411 l 5-00-00 5-00-00 GR3 Al I- 61-08-00 2-02-08 1 C�Z�L A 5-00-00 '. HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT FABRICATION TRUSSES CANNOT BE STARTED AGREEMENT UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: CORNDER JACKS 1. Trusses will be made in strict accordance wi this truss placement diagram layout, which is the sole authority for ARE NOT BEVELED. '' SEE STANDARD determining successful fabrication of the trusses. I ENGINEERING. pY 2. All dimensions in this layout have been verifie I by the undersigned. 3. Unless written notice is provided by certi ed mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be al owed. In the event such written notice is furnished Chambers Truss ;shall have three (3) business days in which to begi repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI' summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's respon ibility to make the job site suitable for delivery. Chambers Truss has i the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will I be responsible for dump delivery only. The buyer i responsible for additional delivery expenses if Chambers Truss has to redeliver because job site is not prepared for elivery or buyer is not prepared for delivery of trusses. Buyer Is 24" O.C. THRIJ CORNER JACKS ` ONLY 24" responsible to Chambers Truss for towing costs clui : 6. Price as shown in paragraph 7 below is subj to site conditions. t to change if any changes are made in this layout. A $50 per hour CORNER DETAIL fee for revisions may be charged by Chambers Tru s. 7. This is a PURCHASE ORDER to Chambers Fruss of the sum agreed to, or if no agreement a reasonable price. I Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of OVERHANGS NOT SHOWN FOR CLARITY delivery if buyer cannot accept delivery of fabri ailed trusses. The undersigned agrees to pay Chambers Truss; UNSUPPORTED JACK CONNECTION DETAIL MT816 strap (or equal) over Top Chord and under Bottom Chord with 110d x 1.5" nails: 7 nails in Carrier Jack: 7 in Hip Carrier Double straps for 5 Jacks HIP CARRIER CARRIED JACK f 5' IUM CANTILEVER Trusses beginning "JU" and other unsupported truss should be installed tigis way. PLUMB CUT END 12 2X4 TOP CHORD WALL HEIGHT 9'-4" 4 r- END DETAIL: TYPICAL reasonable a#tomeys fee for collections In event of payment not timely made. 1-1/2 /o per month service charge will be added for all sums not paid within terms. 8, Signature or initials anywhere on this sheet ocristitutes agreement to all terms herein. 9. In consideration of Chambers Truss extendin credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the 'undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the recipient. i 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for an such action will be Saint Lucie County, Florida. 11. Design responsibilities are per mNational Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Tr isses ANSI/TPI/WTCA 4 - 2002m 12, Warranty is per Chambers Truss Warranty aft iched. E' DATED t ,SIGNED FOR TITLE A spreader bar may be requir d per "BCSI" to prevent injury 8L damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do o can result in roof collapse. i i Temporary and permanent bracingare q ired and can save life and property ' and is the responsibility of the truss erector. I Study the contents of the inforination packet included on delivery before ' setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square I Do not set bunks or stack o plywood, roofing material or any other concentrated loads or trusses, this can cause collapse. I DO NOT INS T LL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBE S TRUSS INC i 3105 can er venue Fort Pier , Florida 34982.6423 00-551.5932 Fort Pierce 77 465.2012 Fax 772.465.8711 Vero Beach 772.5 -2012 Stuart 772-286.3302 Web Site: HAMBERSTRUSS.COM Email: MAIL CHAMBERSTRUSS.COM ? LOADING/DESIGN CRITERIA REDUCIBLE i DESIGN CRITERIA PER CODE SUCH AS SBC 1604.5.1 County ST LUCIE i Building Department ST LUCIE CO. Wind Design Criteria AS E 7-16 Wind Design Method MV FRS(Directional)/C-C hybrid Wind ASCE 7-16 Roofing Material Shi igle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 10 4.2 0 Bottom Chord Live *10-N on Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 50 7.2 0 Duration Factor 1.25 0 Wind Speed 160rr ph Top Chord C.B. Shea ing by builder Bottom Chord C.B. Shea hing by builder Highest Mean Height 15, Building Type Encic sed Building Category II: N n Restrictive Exposure Category C>O en Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 202 i R.D.L.=Restraining Dead Load C.B.= ontinuous Bracing i Verify DESIGN CRITERIA shown ab ve with the building department and your engin r. Design Criteria is the responsibility cf the Building Designer and/or Engineer o Record Chambers Truss Inc. DrawingName: 77419 SCALE: 1 /4" _ 1 r_Oir 151 total trusses, 45 unique designs Designer: RAC Review d by: Date: 04/13/21 Revised 0�5f 17/21 FOR LORI ANN WINN DESCRIPTION: i WINN Page 1 of 1 CUSTOMER INITIALS EACH PAGE 77419