Loading...
HomeMy WebLinkAboutAPPROVED, permit set R1_ 4-12-21_ signedDocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C 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. APPLIANCE PROTECTION BOLLARD AS PER GEN NOTE 33.5 3. TYP FRONT PORCH BEAM- CAST CRETE 8F16-1 B/2T. 10' TOB. 4. TYP FRONT PORCH COLUMN- 16"x16"x8" CMU, 4 #5 VERT 5. TYP REAR PORCH BEAM- CAST CRETE 8F16-1 B/2T. 10' TOB. 6. TYP REAR PORCH COLUMN- 12"x12"x8" CMU, 2 #5 VERT GENERAL SPECIFICATIONS: 1. INTERIOR NON LOADBEARING WALLS: 1/2" OR 5/8" GWB OVER 3-5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. 2. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G PER GEN NOTE 34. 3. 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 ATTIC SPACES. 4. DEFFERED SUBMITTALS: ROOF TRUSSES, SITE PLAN, DUCT LAYOUT, FIREPLACE SPECS 5. CLST 2 INTENDED FUNCTION IS NOT SAFE ROOM FOR STORMS RATHER FOR SECURITY OF PERSONAL BELONGINGS PROJECT DESCRIPTION NEW CONSTRUCTION OF A 1 STORY SF RESIDENCE ON A VACANT LOT. ZONING INFORMATION: parcel id: 2309-210-0000-000-9 AG-1 (unincorporated St Lucie County) flood zone: X UTILITY INFORMATION: gas: new propane sewage: septic potable water: well AREA CALCULATIONS: conditioned living area 3,710 sf garage 726 sf covered rear porch 1,157 sf covered front porch 289 sf total building area 5,882 sf conditioned volume 39,908 cf GEND SHEET INDEX A-1 floor plan A-2 elevs A-3 sections A-4 foundation A-5 elect/connectors GN-1 general notes THICKNESS ON FLOOR DESCRPTION SPECS PLAN REINFORCED CMU WALL SEE TYP WALL SECTION 9" W/ INT FINISH REINFORCED CMU WALL SEE TYP WALL SECTION 8^ W/O INT FINISH REINFORCED CMU COLUMN SEE FLOOR PLAN KEYNOTES VARIES NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" LOAD BEARING 2x4 WALL NONE 4.5" WINDOW/ ACTUAL D PRESSURES W N1 35.6,-38.7 3-1 LINTEL H LINTEL 5-3 8-0 SCHEDULE LINTEL 8F24-113/1T TYPE NOTES S.HUNG TEMP N2 35.6,-38.7 3-1 6-0 8-0 8F24-1B/1T S.HUNG EGRESS N3 35.6,-38.7 3-1 6-0 8-0 8F24-113/1T S.HUNG N4 35.6,-38.7 3-6 6-0 8-0 8F24-1B/1T S.HUNG N5 35.6,-38.7 3-6 6-0 8-0 8F24-1B/1T S.HUNG N6 35.6,-38.7 3-1 6-0 8-0 8F24-113/1T S.HUNG N7 35.6,-38.7 3-1 6-0 8-0 8F24-1B/1T S.HUNG EGRESS N8 35.6,-38.7 3-1 5-3 8-0 8F24-113/1T S.HUNG N9 35.6,-38.7 3-1 5-3 8-0 8F24-1B/1T S.HUNG N10 35.6,-38.7 3-1 5-3 8-0 8F24-113/1T S.HUNG EGRESS N11 35.6,-38.7 3-1 5-3 8-0 8F24-1B/1T S.HUNG EGRESS V12 35.6,-38.7 3-1 5-3 8-0 8F24-113/1T S.HUNG N13 35.6,-38.7 4-0 4-6 8-0 8F24-113/1T S.HUNG N16 35.6,-38.7 3-1 4-6 8-0 8F24-16/1T S.HUNG U17 35.6,-38.7 3-1 5-3 8-0 8F24-1B/1T IS.HUNG V18 35.6,-38.7 (3) 3-0 4-0 16-4 8F12-1B/1T IS.HUNG I FRONT CUPOLA 'OEE GEN NOTE 26. CC: CAST CRETE. ID D1 ACTUAL D. PRESSURES 34.1,-37.0 DOOR/ LINTEL SCHEDULE W H LINTEL DESCRIPTION 3-0 8-0 8RF24-113/1T S. SWING, GLAZED, (2) 14" SL D2 34.1,-37.0 16-0 8-0 12F24-113/1T 4 PANEL SGD D2.1 16-0 8-0 8F24-1B/2T LINTEL ONLY D3 34.1,-37.0 4-0 8-0 8RF24-16/1T S. SWING, GLAZED D4 34.1,-37.0 3-0 8-0 8RF24-1B/1T S. SWING, GLAZED D5 31.3,-35.5 10-0 8-0 8F24-113/1T SECTIONAL OVERHEAD D6 31.3,-35.5 10-0 8-0 8F24-113/1T SECTIONAL OVERHEAD D7 4-8 4-0 8F16-113/1T LINTEL ONLY FV RO W/ OWNER SEE GEN NOTE 26. CC: CAST CRETE. c� 0 E o ° C = ON O I' (D - Q ycou) E-p CL �+ m a���� 0 4)Q M N m ai j_o O .��. c) I- N 0 C N~Y0 M C J J o LL V � CU LL U 0 U 0 U w O o_ U LL U w IL U) x r O W LU w 0 J W w 0 0 Z 0 w J W O i w CT U rn yr w a W It W Z w LU w Q 0 z Z Z � VJ c) Q ~ U W w o W d Q O � OJ_ Z ' 00 00 Z W NJ W TT VJ W O J LL o J w N W D_ ° Q J a w Q (D J v z W x ~ W F- Q Z - U 1 N (n W W = LL_ Q U' F- x z w O 0 Z¢ w U 0 z W Z z w 2 w 0 z 0 Z Q U) z J a ui z c� LU w 0 ui Q w o_ J J Q 0 42 c W E E Z W U C G 2 W 'D O U a � LU N N_ floor plan 12/2/20 SHEET A-1 DocuSigned by: �v'aaA.� E935FAF3OE92486... 4/12/2021 FAO �.eN0S P. L/, e`&Z I �. AR97108 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= V-0" DocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C 7/12 UNO METAL FRONT ELEVATION SCALE: 3/16"= 1'-0" REAR ELEVATION SCALE: 3/16"= 1'-0" * 25-4 1 /4" 01, 2/12 METAL III 2/12 METAL MIN IE H] FE lu 2x6 X BRACING @ 48" OC W/ (2) 12D EA END & TRUSS VERT 2x4 BLOCKING @ 48" OC 12" OH: 2x4 LADDER FRAMING @ 24" OC (2) 12D EA END 1L MATCH TYP SOFFIT FASCIA UNO STUCCO OVER WRB OVER 1/2" CDX PLY GABLE END TRUSS BY MFR 2WU STIFFENER AS REQ BR MFR. ATTACH TO END TRUSS VERTS W/ 1OD @ 6" OC UNO. TRUSS VERT TO END WALL W/ S. HETA20 OR HGAM10 @ 32" OC FOR MASONRY/CONC. CONT 2x4 LATERAL BRACING @ 48" OC, ATTACH TO EATRUSS BC (INCLUDING END) W/ (2) 12D. END WALL ATTACH TO END TRUSS BC W/ S. H2.5 8' GABLE END WALL BRACING DETAIL SCALE: NTS WRB .024" ALUM OR CU Z COUNTER FLASHING 4"x4" MIN . ALUM L HININ G SIDEWALL FLASHING UNDERLAYMENT z ROOF SHEATHING SIDEWALL FLASHING DETAIL WRB .024" ALUM OR CU Z COUNTER FLASHING 4"x4" MIN .024" ALUM OR CU L SIDEWALL FLASHING ROOF COVERING z UNDERLAYMENT ROOF SHEATHING HEADWALL FLASHING DETAIL ROOF PLAN SCALE: NTS 0 -ww ww rw rw ww ww wr wa low ti, c� ti O E O v U C= O N O It (6 U) V Q d CO U*) E _0 QCD 0_ + m CO IT- V :3 m 0 O m Q M N ai jo—N O •Gi M I-N ~ ' 0 C _ CV M Y 0 C J _j O LL m LL U F U w O a U U W U) U) O w Lu w d O J W W Z a Lu W J W O i W Lu U rn W Q W W Z W yr � Lu U Lu [if Lu V �_ O z Z Z Cn O a U W W CDo W Q o� z J_ ' D Z W NJ W T V , w O JLL o J W M N W a ° Q J Lad Z _j W _ W F- a Z — 1 (n U W W _ _ H Q rn F- z W O Z¢ w U 0 z z z w 2 w 0 z a a 0 z a U) z a J a ui z c� Lu w 0 ui a w 0 J Q c a) E E Z W O U C G 2 Q 0 O U a � Lu Q N N_ elevs 12/2/20 SHEET A-2 DocuSigned by: E935FAF3OE92486... 4/12/2021 �E OF FAO �.eNOS P. L/, `& Il AR97108 RIGHT ELEVATION SCALE: 3/16"= 1'-0" LEFT ELEVATION SCALE: 3/16"= 1'-0" DocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C n A01 C CKln=1100 nA01 C Cnm=1100 ROOF/CEILNG/CLERESTORY PLAN SCALE: 3/16"= V-0" iss LINTEL AS PER WINDOW/DOOR D SCHEDULE D D 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 D EXT D ° INT D D D D D TYP OPENING BUCK DETAIL SCALE: 1 "= V-0" SLOPE AS PER ELEV METAL OVER 30# FELT OVER 5/8" CDX PLY OVER PE WOOD _ ROOF TRUSS AS PER FRAMING PLAN. PE TRUSS AS PER FRAMING PLANS - INSULATION AS PER GENERAL SPECS SEE FRAMING PLANS OR CONNECTOR SCHEDULE 1 METAL DRIP OVER PT WOOD DRIP OVER 2x6 CEDAR FASCIA TO TRUSS ENDS W/ —► (2) #16d NAIL, 4" TRUSS HEEL 1' 1 ° ID STUCCO & LATH PER GEN NOTE 34 OVER FRAMING W/ NO VENTS. LINTELS PER DOOR/WINDOW/LINTEL SCHEDULE STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC, 1/2" OR 5/8" GWB OVER FURRING STRIP. GARAGE 2Q WALLS TO BE UNINSULATED & UNFINISHED. INSULATION: FILL HOLLOW CORE CMU W/ POLYURETHANE FOAM GENERAL SPECS: A-1 GENERAL NOTES: GN-1 WALL REINF AS PER GENERAL SPECS & GEN NOTE 16.8. DOWELS PER GEN NOTE 17.2 FOOTING PER FOUNDATION PLAN & FOOTING SCHEDLE- REINF PER FOOTING SCHEDULE GRADE AS PER SITE PLAN TYP WALL SECTION SCALE: 1/2"= V-0" STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ EA CORNER PER FOUNDATION PLAN GRADE AS PER SITE PLAN SEE BRG LEGEND & ELEVATIONS 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD. CONT CMU BOND BEAM TOP (2) COURSES W/ #5 REBAR EA COURSE k SOG/FILL/COMPCTION PER `, F_ FOUNDATON PLAN AND GEN NOTE 17 CHIMNEY/FIREPLACE SECTION CHIMNEY CAP: 6" CONC SLAB W/ #4 REBAR @ 16" OC EW @ CENTER, 10" HOOK INTO BOND BEAM. PITCH .25"/FT CONT CMU BOND BEAM TOP (1) COURSE W/ #5 REBAR * 19, ROOF/CLG LEDGER: 2x4 TO CMU W/ .25"x2.75" TAPCON @ 12" OC CONT CMU BOND BEAM (2) COURSES W/ #5 REBAR EA COURSE, TOP OF BB 10' LINTEL D7 PER DOOR SCHEDULE NON BRG CMU INFILLAS NEEDED VENTLESS GAS FIREPLACE BY ISOKERN SEE ATTACHED SUBMITTAL NON STRUCT CONC TOPPING, OPT TO POUR MONOLITHIC W/ FOOTING FOOTING PER FOUNDATION PLAN & FOOTING SCHEDLE- REINF PER FOOTING SCHEDULE CH BEAM, SEE YNOTES C� d M ti 0 E E O }; c = O N p �_ (6 Q cn V Q �Mlf) E-0 CL CCD:) + m (� 2 O m Q M N m ai j_o—N •� O M N '2' �. 0 C CN M C J � O LL V ILL. U 4-- 0 U U w 0 a. a U U w a U) x r 0 w 0 w a O J W W z 0 w W 0 w Lu U w Q w W � Z W Lu U Lu Lu 0 z Z � VJ � ¢ ~ U W W o W 0 o z J_ z W N51 W J J LL O Lu J CM W N w a ° Q J Lad Ur _j Z W _ W F- ¢ Z - U ' ^ �JJ W w x Q rn F- x r ^ W L.L z 0 0 Z W U 0 z_ z z w 2 w 0 z 0 z U) z a ui z c� Lu w 0 ui w 0 a O ° E E Z LLI ° 0 C G 2 Q 'D O U a � Lu Q N N_ sections 12/2/20 SHEET A-3 DocuSigned by: E935FAF3OE92486... 4/12/2021 �E OF FAO 0S P. L/, e`& AR97108 SCHEMATIC SECTION THRU LIVING SCHEMATIC SECTION THRU DINING/ENTRY SCALE: 1/4"= V-0" SCALE: 1/4"= V-0" DocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C ID F1 TYPE SOG, MONO, @ EXT WALL FOOTING SCHEDULE SIZE (WxLxH) 20"xCONTx18" •• HEIGHT 0'-0" REINFORCEMENT NOTE (2) #5 CONT BOT F2 SOG, MONO, EXT @ GARAGE 20"xCONTx18" 44" (2) #5 CONT BOT W/ CURB F3 SOG, MONO, INT @ GARAGE 8"xCONTx8" 0'-0" (1) #5 F4 SOG, MONO, DEEP @ PORCH EDGE 18"xCONTx12" BELOW GRADE MIN 44" (2) #5 CONT BOT F5 SOG, MONO, @ PORCH EDGE 24"xCONTx24" 44" (2) #5 CONT BOT/TOP F6 SOG, MAT 18" DEEP SLAB 44" #5 @ 12" EW BOT/TOP F7 SOG, MONO, @ COLUMN 40"x40x30" 0'-0" (5) #5 CONT BOT/TOP EW ATTIC VENTILATION CALC MIN CITY OF RATIOATTIC ID AREA AREA REQ SOFFIT FRONT PORCH 289 SF 1 1501 277SIl 31 35 LF1 12 LF REAR PORCH 1157 SF 150 1111 SI 9 113 LF 13 LF GARAGE 726 SF 1 1501 697SIl 61 54 LF1 9 LF FOUNDATION NOTES: -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 2. (2) FILLED CELLS UNDER GIRDER TRUSS 3. COLUMN: (4) #5 VERT W/ #3 TIE @ 8" OC. D ° ° D D ° D ° _ ° s s ° v ° • s F1 D p D D ° = v D v II-- Dv// v vII-- F2 v ° v ° D D O ° D D ° D D OPTIONAL CJ/EJ F3 3' LONG, #4 W/ 10" HOOK @ 48" OC •----t—F----- p L q ID VADD D (2) #5 TOP #5 @ 48" OC, WALL DOWEL TO BOTT WILL SUFFICE D ,I •L D WWD II-- co F4 D D D DV. • ° ° D v D D p I ,., F5 F6,7 c4 ° #4 @ EA NOSE D ° #4 @ 12" OC TRANS � D ° #4 @ 12" OC BOTT 2 TYP STAIR ON GRADE SCALE: NTS HORIZ BOND BEAM STEEL CONT BAR TO MATCH HORIZ OR CORNER BARS W/ 25" LAP MIN _COURSE/STEEL OTY/SIZE PER SPECS, USE BEAM OR KNCKOUT BLOCK CMU WALL HORIZ BOND BEAM STEEL SECTION ° ° ° D DI D D v � v ELEVATION CHANGE- ELEVATION VIEW D ° D , CORNER BAR W/ 25" LAP MIN TO MATCH HORIZ SIZE, QTY D D D ° HORIZ STEEL v D v INTERSECTION- PLAN VIEW CORNER- PLAN VIEW BOND BEAM/ LINTEL CONTINUITY DETAILS SCALE: NTS 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 8F16-1 B/1 T NOMINAL WIDTH _� L QUANTITY OF #5 FIELD ADDED REBAR AT TOP OF NOMINAL HEIGHT COMPOSITE U-LINTEL FOR UPLIFT LOAD #5 FIELD ADDED REBAR AT TOP OF COMPOSITE U - LINTEL MIN. (1) REQ'D 1-1/2" CLEAR � a J a � 0 w FIELD PLACED C.M.U. x a U a - J a z n p GROUT z a #5 FIELD ADDED REBAR AT BOTTOM OF U-LINTEL CAVITY BOTTOM REINFORCING 7-5/8" ACTUAL PROVIDED IN U-LINTEL 8" NOMINAL WIDTH (SEE REINFORCING SCHEDULE) ti O E O C= O N O I co cn V Q +., d CO Ln -0 Qc + m C 2 O 4) Q M W ai j_o— O •Gi N2 �'' M I� N g ' 0 C CN M C J O LL m co LL U U w O U U_ U w a x r O w LU w a O J W W z Q LU W J W O i W LU U W Q w Uj I Z W LU U LU LU Q Oz z Z � VJ � Q ~ U W W o W a Q 0 � 0 z � J_ � I � z W NJ W TT VJ w O JLL 0 J M W N w a ° Q J Lad Ur _j Z W _ W of Z - U 1 (n W W _ _ Q rn F- x F W Z ° ZQ w U 0 Z_ W z z w 2 w 0 z ¢ a Q 0 z Q U) z Q J a ui z c� LU w 0 ui Q w 0 J J Q 0 Z LU O U Lu Q foundation 12/2/20 SHEET A-4 DocuSigned by: E935FAF3OE92486... 4/12/2021 OF FAO C1S P. L/, e`& AR97108 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= 1'-0" DocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C CONNECTION (CXN) SCHEDULE TRUSS ACTUAL ACTUAL CONNECTED ELEMENTS All truss to bond beam locations uno REACTION• UPLIFT truss GRAVITY CONNECTOR CO-1 valley truss to ea supporting truss truss CO-4 or CO-6 RF05 2 -3578 8201 CO-8 RF05 10 -5012 10005 CO-11 RF07 7 -3962 9188 CO-8 RF09 8 -2178 1635 CO-3 RF27 2 -3793 7682 CO-8 RF27 10 -5367 14460 CO-11 RF31 2 -4195 8532 CO-8 to vert & CO-9 to be RF31 9 -4476 11569 CO-10 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 necessary points. CONNECTOR (CO) SCHEDULE ALLOW• • CONNECTED ELEMENTS UPLIFT GRAVITY CITY MIFR MODEL CO-1 see CXN sched 1810 1 Simpson HETA 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 2500 2 Simpson HETA 20 To multi ply truss w/ (12) 16d To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM CO-4 missed or misplaced co-1 1175 1 1 Simpson HTSM20 20. To conc w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM CO-5 missed or misplaced co-1 2350 2 Simpson HTSM20 20. 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. 2-ply (22) 10d nails w/ 5/8" TR epoxied 12" into bond CO-8 see CXN sched 3965 1 Simpson MGT beam To truss w/ (16) 16d. To TP w/ (6) 10d. To conc w/ (7) CO-9 see CXN sched 2150 1 Simpson LGT2 .25" x 2.25" tapcon. To truss w/ (16) 10d. To conc w/ 3/4" TR epoxied 12" CO-10 see CXN sched 10980 1 Simpson HGT2 into bond beam. To truss w/ (16) 10d. To conc w/ 3/4" TR epoxied 12" CO-11 see CXN sched 10530 1 Simpson 1HGT3 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 city left blank, refer to drawings. PRODUCT APPROVAL GLASS AFFIDAVIT ITEM TYPE IDi BUILDING II PRODUCTDP TYPEs MFR MODEL APPROVAII FASTNERS6 DOOR OVERHEAD ALL 36,-42 N/A Clopay any FL 16546.4 DOOR S. SWING, GLAZED ALL 50,-50 Plastpro any FL 17184.1 DOOR S. SWING, GLAZED, SL 50,-50 Plastpro any FL 17184.1 DOOR SGD ALL 50,-50 IMPACT CWS SGD 8800 FL 20838.1 WINDOW S. HUNG ALL 70,-70 IMPACT CWS SH-8100 FL 16177.1 WINDOW S. HUNG ALL 65,-65 IMPACT CWS SH-8100 FL 5823.1 WINDOW FIXED ALL 55,-55 IMPACT CWS PW-8300 FL 13010.4 WINDOW MULLION ALL 80 N/A CWS 3" Alum FL 9520.1 (4) .25" TAPCON EA END ROOFING UNDERLAYMENT ALL N/A Owens Corning Titanium PSU-30 FL 11602.1 31.3 field, - -117.7 field, screw @ 12" oc trans, 16" oc ROOFING METAL ALL 181.3 edge 117.5 edge N/A Dynamic Metals 5v crimp FL 27499.17 longitudial/ 4" end 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. TI IQ 7" \/TD 1 G" I- - 117- - E-CU E5 L11 E1 E1 FP L1------------------ L1------------------- L1 I I I I I I I I I I I I I FA -------------------FA--- I I I I I I I I I I I I I I I I L1 L1 - - -L1 I I I I I I L0 I I LU I I I E QJ / I I � I I ® FL I I I I E1 \\IR del w SD SD L1 -------------------- L1------- -------------- - / / / / / SW W w L1 L1 0 E2 L12 L4 L1 L1---------------- L1----------------L1 � �} ----� I E7 \ E2 a E1 G-RG w L7 E-HOOD L1 E-GD I E DW EXL I I I I L6 L1 I L1 E1 �v I E2 E2 E3 FA _ _ L1 _ E-MW L7 E-REF S _ - - \ Lu 15-2 SD FL11 E1 vv ` L1----------L1 \ \ ❑ - E7 o 0)-- ---L1----------------L1---------- - - - - -- L1---------- - - - - -- L1 \ SD \ \ E1 \\\ vv E2 FL � E1 / E1 Imo' E1 E1 - _---L3 L3 '- ��� E1 L1-------L1 E1 SD vv vv i E1 i /� E1 w E1 v �� SSSSS \ E1 v L12 \ - FL \ E1 E5 -----;sss L1---------------- -- - -- L1----------------------L1 / / E1 I i i ELECT PLAN SCALE: 3/16"= V-0" ELECT PLAN LEGEND E1 120V DUPLEX RECEPTACLE E2 120V GFCI DUPLEX RECEPTACLE E3 120V RECEPTACLE recessed for tv E4 240V RECEPTACLE E5 120V GFCI DUPLEX RECEPTACLE w/ water protected box E6 240V RECEPTACLE- gene backfeed w/ panel lockout E7 120V RECEPTACLE- floor, fv w/ owner 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 S LIGHT SWITCH EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented EXL EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit if unvented FL FAN/ LIGHT COMBO FA FAN W/O LIGHT JB JUNCTION BOX SD SMOKE/CO2 DETECTOR- interconnected, hardwired w/battery CO TV TELEVISION CABLE 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 A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION -TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT (NEC 210.12(B)). NEW METER OQ o0 Co co (),0 a)U mU 50 m m m QQ aQ nQ cC coN c(D GEC TO CWP, LIFER, CN INTERSYSTEM NEW UNDERGROUND WIRE SIZE BY ELECTRICAL CONTRACTOR ELECTRICAL RISER DIAGRAM SCALE: N.T.S. L11 N w L9 =I L5 I II I L9 L5 I I I I I L5 _ L9 D_-_---- '_ w E-PANEL B/C W Q ¢� / i Q U Lo w w w w LU w w w U) U= w _1 3: J � I E2 I w I- L1 ----- L1------L1 \ LU 1 01 to L1 � - EX SD w E2 J J E2 SD y E1 L12 EX FL i I I �vv I I I I \ \ I I L2 EX I I I L1-------- - - - - -- L1 Electric Load Calculation 220.12 General Lighting Load 3 va/fe of floor area, including unused space adaptable for future use. Floor Area = 3671 ftZ 11,013 va Basement Floor Area = ftz 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 =0" 1500 va = 3,000 va 220.52(B) Laundry Load # of Laundry Branch Circuits =0" 1500 va = 1,500 va Total General Lighting & Appliance Load= 15,513 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at Z00% 3,000 va From 3002 to a2o,000 at 35% 4,380 va Remainder over 120,000 at 25% - va Total Lighting Demand Load= 7,380 va 220.54 Electric Clothes Dryers Qty Electric Electric Dryer #1 5 00 kw 5,000 w Qt 0 Electric Dryer #2 kw - w 220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens Qty 1 Electric Cooktop Nameplate 11.00 kw Qty 0 kw Qty 01 w Electric Cooking Demand Load= 8,000 w 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat #1 10.0 kw AC#1/Geo 17 SEER 3 Ton 3.4 kva Fixed Electric Space Heat #2 10.0 kw AC#2/Geo 17 SEER 3 Ton 3.4 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 = 26,814 va 220.14 Appliance load --Dwelling Units Qty Description va(watts) Qty Description va(watts) 1 Water Heater 300 1 Dishwasher 1,200 1 Refrigerator 1,440 1 Microwave 1,580 0 0 0 0 0 0 0 0 0 0 Total Connected Appliance Load = 4,520 va 220.53 Appliance load --Dwelling Units Total Appliance Demand Load = 3,390 va 220.50 Motor Loads @ 120 Volts Qty Description va(watts) Qty Description va(watts) 2 3/4hpPool/Spa Pump 563 0 1 1/2hpGarbage Disposa 375 0 0 0 0 0 Total Motor Load = 1,501 va 430.24 Several Motors or a Motors) and Other Load(s) 25% of Largest Motor Load = 141 va Total Motor Demand Load = 1,642 va TOTAL CALCULATED DEMAND LOAD in Volt-amperes = 52,225 va TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W = 218 amps EXISTING SERVICE SIZE NEW AMPS MINIMUM SERVICE SIZE 1 400 JAMPS DICE SIZE REQUESTED = 400 amps ti 0 E O c = O N O �_ CU Cn V Q yMLO �-0 Q� Cam_ + m C (0 O 2 O 4) ce) W ai j_o-N .� z co 1-- N �. 0 C 04 co C J _j O LL V co U L L. 4-- 0 U U w O d U U w o- x O w 0 w d O J w w 0 z a Lu w J Ww O w U Q w Uj ZLu W � U Q 0 z z Z U5 lo ¢ U W W o w o_ Q 0 z J_ V) J_ O m Z W N51 w J ° J LL O Lu J W CM N w o_ ° Q J a w Q /^ v Z Ww x ~ F- Z - ' ^ tJJ U w w x I1/ Q F- x t- W ^ L.L z ° 0 Z w U 0 z W z z w 2 w 0 z 0 z rn z J o_ ui z Lu w 0 Ui ¢ w 0 J J Q Z W O U W Q elect/connectors 12/2/20 SHEET A-5 EDocuSigned by: V'935FAF3OE92486... 4/12/2021 OF FAO �. �PN0 S, P. L/, e`& AR97108 PLUMBING DIAGRAM SCALE: 1/8"= V-0" Note: Electrical contractorto verify accuracy and completeness of load calculation. HVAC specs are esitimates only DocuSign Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C BASIS OF STRUCTURAL DESIGN: SOIL BEARING: 2500 psf (assumed) WIND: 160mph (ultimate), risk category 2, exposure C, wind borne debri region, .18 enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS: ROOF LIVE LOAD 20 PSF sloe 4.12 15 PSF slo e_4.12 ROOF DEAD LOAD 10 PSF TC 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 A WIND PRESSURES (asd COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA (SF) 160 Gable Roof > 7 to 20 deg 1, 2e 10.0 26.6 -65.8 1, 2e 1 20.0 23.0 -65.8 1, 2e 50.0 18.1 -40.1 1, 2e 100.0 14.4 -20.5 2n, 2r, 3e 10.0 26.6 -96.1 2n, 2r, 3e 20.0 23.0 -82.9 2n, 2r, 3e 1 50.0 18.1 -65.4 2n, 2r, 3e 100.0 14.4 -52.2 3r 10.0 26.6 -114.2 3r 20.0 23.0 -97.9 3r 50.0 18.1 -76.1 3r 100.0 14.4 -59.9 Gable Roof > 27 to 45 deg 1 2e 2r 10.0 32.6 -59.9 1, 2e, 2r 20.0 29.0 50.7 1, 2e, 2r 1 50.0 24.1 -38.7 1, 2e, 2r 100.0 20.5 -29.5 2n, 3r 10.0 32.6 -65.8 2n, 3r 20.0 29.0 -58.8 2n' 3r 50.0 24.1 -49.5 2 n, 3 r I 100.0 20.5 -42.6 3e 10.0 32.6 -81.0 3e 20.0 29.0 -71.9 3e 50.0 24.1 -59.9 3e I 100.0 20.5 -50.7 Wall 4 10.0 35.6 -38.7 4 20.0 34.1 -37.0 4 50.0 32.0 -35.0 4 100.0 30.3 -33.3 4 500.0 26.6 -29.5 5 10.0 35.6 -47.7 5 20.0 34.1 -44.5 5 50.0 32.0 -40.2 5 100.0 30.3 -37.0 5 500.0 26.6 -29.5 Garage Door 9'x7' 1 31.3 -35.5 16'x7' 1 30.1 -33.5 1.29 adjustment factor used 4-- a.st,_i i -3 I I r`- 1 - -1 - _ I r -4I I I Q I I 1 I I I Mi 0 100 I I 2.' 1 1 0.sn_" I L - - - ' I L - - - - J l PLALN Gable and Flat Rnefa 7" K 0 S 451 a I:: - h ELEVATrt1N a 1:: h : - a IFLE4'.RTIGN T-F J(D _ 1:0 it I h _L I I [o: 0 �M� 0) :0; I 11 I II I ELEYATD11',' 1 • 3 fi -I r y x I _ 4 1 . 1 PLAN NO Roafa 7° [ 0 S 4S' GENERAL NOTES- residential Q 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 p J g 9 q 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 includingbut not limited to the most current editions as adopted b the state of Florida of the following: p Y 9 -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. 2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 3. ARCHITECT & CONTRACTOR RELATIONSHIP 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES 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. 5. 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 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: 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 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: 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. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. 10. DIMENSIONS: 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED DIMENSIONS. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO 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'-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 BE A BUILDING ELEVATION. SITE ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR " +X.X' ". CONSULT ARCHITECT FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. 12. AMBIGUITY: 12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT SHALL INTERPRET THE CONSTRUCTION DOCUMENTS. 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 13. FLORIDA PRODUCT APPROVALS / 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 AVAILABLEAT 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 DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, VERIFY W/ ARCHITECT. 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION DOCUMENTS. 14. GENERAL STRUCTURAL 14.1. ONCE 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 VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND 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 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 LINO 15.3. CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES 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. 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 AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS THAN THAT REQUIRED BYAC1318: -CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3" -CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2" 15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH 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%" FLYASH CONTENT. 15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR 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. 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 STRUCTURES". 16.2. MASONRY STRENGTH (f'm 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 SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOP AND BOTTOM TO ENSURE THATTHE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED FOR WALL REINF SPACING. SEE DOWEL NOTE 17.2 BELOW. 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. 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. 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: 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. 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 WALL REINFORCEMENT NOTE 16.8ABOVE. 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 LINO. 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. 17.7. SLAB FINISHES UNO: -MAIN BUILDING: STEEL TROWEL FINISH -GARAGE: STEEL TROWEL THRESHOLD: LIGHT BROOM -DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM 17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/8"/FT. 17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4% VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR. 17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 17.12. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX. 18. STRUCTURAL STEEL: 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53 TYPE 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 LINO. 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD). 18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT. 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING: 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE 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 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. -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 SIGNATURE AND 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-V8 AT 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. UNLESS CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP. IN HEADER 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/8" ENDS. FOR INTERIOR BRG 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'/2" 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 CONSTRUCTING. 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. 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. BILK 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 -TO- BOTT BOTTOM TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS BP BOTTOM PLATE ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY CJ CONTROL (CONSTRUCTION) JOINT 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 SUPPORT CMU CONCRETE MASONRY UNIT THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED 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 DOWNWARD CONC CONCRETE LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR CONT CONTINUOUS ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CU CONDENSING UNIT OR COPPER BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. CW COLD WATER CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS CXN CONNECTION SEALED BYA REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN D NAIL SIZE (PENNY) 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 DIA DIAMETER AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT DIM DIMENSION PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR DISP DISPOSAL APPROVAL. DIN DOWN DR DRYER 24. CONNECTORS/FASTENERS: DTL DETAIL 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO DW DRIVEWAY WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH >_ THE DOCUMENTED UPLIFT 'E' EXISTING VALUE IS >_ SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON 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 BYARCHITECT. ELECT ELECTRICAL ELEV ELEVATOR OR ELEVATION 26. EXTERIOR DOORS AND WINDOWS: EW EACH WAY 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S EWC ELECTRIC WATER COOLER SPECIFICATION/ PRODUCT APPROVAL. EWH ELECTRIC WATER HEATER 26.2. PT 1x BUCK: ATTACH TO MASONRY/GONG W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE EXP EXPOSED HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & EXT EXTERIOR RECESSED 1/4"x3 1/4" MIN TAPCON @ 12"A" END. EXTG EXISTING 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/ 1/4" x 2.75" F1 FOOTING #1 TAPCONS STAG @ 24" OC. 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 R308.4) 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 1-3/8" THICK SOLID WOOD AS FIN FINISH PER FBC R 302.5.1. FLR FLOOR 26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. FP FIRE PROTECTION 26.8. GLASS TO HAVE: LOW-E, U-FACTOR <_ 0.4, SHGC <_ 0.25 FPS EXPANDED POLYSTYRENE 26.9. SIZES ARE NOMINAL AND CAN VERY+/- 2" IN SIZE IF EGRESS IS NOT EFFECTED. FTG FOOTING FT FOOT (OR FEET) 27. ELECTRICAL & LIGHTING NOTES 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS RECEPTACLES FIXTURES AND GALV GALVANIZED EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR. IF LAYOUT/SIZING IS PROVIDED GFI GROUND FAULT INDICATOR ELECTRICAL CONTRACTOR TO VERIFY. GSF SQUARE FEET GROSS SQGWH 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. 27.5. 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 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. HHDG DG HOT DIPPED GALVANIZED 27.8. PROVIDE POWER RECEPTACLE & LIGHT, WHEN ATTIC CONTAINS AHU OR HAS STORAGE AREA. 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 LICENSED PLUMBER. IF LAYOUT/SIZING IS PROVIDED PLUMBING CONTRACTOR TO IN INCH VERIFY. INT INTERIOR 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC EXACT LAYOUT/SIZING SHALL BE BY LICENSED SEPTIC CONTRACTOR AND ADHERE TO 64E-6, F.A.C. JT JOINT 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE 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 L-1 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. 33.2. IARDRAI S AS PER FBG R312 GUARDRAILS PL PROPERTY LINE OR PLATE 33.3. STnIRWAvnc PER For R311 7 PLY PLYWOOD 33.4. MEP SYSTEMS 1'+ BFE, AS PER FBC R322.1.6. PT PRESSURE TREATED 33.5. 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 33.9. 'W' PLY OR GWB TO FLOOR GEILING ASSEMBLIES GREATER RCC REINFORCED CONCRETE COLUMN THAN 1,000SF AS PER FBG R302 12 RD ROOF DRAIN 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 R/W RIGHT-OF-WAY SEPARATION WALL TO HAVEA 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. EXTERIOR LATHAS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" S. SIMPSON (MFR) STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC SIBS STYRENE BUTADIENE STYRENE W/ 1-3/4" EMBED INTO WOOD. TYP TRANSITION FROM WOOD TO CONC (I.E. @ GABLE END) TO HAVE A SEL 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. SIM 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 THERMO PLASTIC OLEFIN TYP TYPICAL UG UNDER GROUND LINO UNLESS NOTED OTHERWISE VB VAPOR BARRIER VERT VERTICAL VTR VENT THRU ROOF W/ WITH WA WASHER MACHINE WP WATER PROOF WD WOOD WWF WELDED WIRE FABRIC/MESH # POUND OR NUMBER 0 m CD � ti 0 E E 0 a) L W 0. -a � - = -.; U OV N N m C = c- O N O � Co a to 'a V = Q dMoLO E-� Q8 � = + mra�QMNm �C�1_ C (.0 � V :3 O ai jo-N�•-' O co I-- N = N 4)2 o c co c J O ILLV co U M LL `-- U U w 0 a. U U_ U w a. U) U) T of 0 0 w a. 0 w > w 0 0 z < 0 w J Ww 0 > w U Q w W Z W 1 40w C) U [if w V 0 Q 0 z z O 0 U W W o w a � Q 0 0 z 0 J_ Fn J_ 1 D 00 W 2 N w 5i a J w 0 J J W CM N w 0 a- Q J a w Q /^ v Z Ww x Er < Z - ' ^ �JJ U w w x � Q SQ z W ^ L.L z ° 0 Z w a U 0 z_ W z w 2 w 0 z Of < 0 z < U) z J a ui z (D U) w 0 ui w 0 J < 0 I- In c au E W 0 0 2 W 'D O U a -0 LU 0 N 4 0 general notes 12/2/20 SHEET GN-1 DocuSigned by: Vale ULD(,t r E935FAF3OE92486... 4/12/2021 F rr� O FAOR !O S P. L/Fe9 `:,\A � .:- * - :. AR97108 , We" DocuSian Envelope ID: D34B6E18-E346-4C91-AF9A-6F48D310AD6C ARROW ON THE TRUSS REPRESENTS ITS LEFT END ■ - 1_1 ■ . ■ ■ ---------------- M IMMM 11 \I it 1 � /o ll Ii ��■� " �l _ _ �\ ''1'—� \psi■lili�,i�iiiiiiii■\a ���z,� ate!\� _ Million ,.■� _\ �, \- 1\ - 1: 111 // Ili 11 \I - ion Vj ROM allff, vivo ,,■��j.■.I \�IlI ' %/Lb�i%///!%I%%�� lu I` .. _ 1\ ,. In 1�1 1S RF06 WIS. 1. � II 1 i III / /I//I// _.11 ll _=11 - - III 11\I 1\ 1 111011111 11111 III • 11 1 1., '• 11111 III■��'. , I 'I ' 1'�\ ■■Dill 1. 8 ���/�/� �I■■■■11 1®III■ICI■I■I■I■I�_ 1111/�l�■■■�� i. .� _ II111 �� _�1 1:� 11111I11lll�l■I■I■I�I�I\�_ _.,rl■I■■■I■11 III11 :1 /%%lii%//.ill%// ,\2 1111 1119 :¢l-f��..'II'� II111 \, 1%//. 1%//1.'..IlMEEM_i7 wd - 1 � . ■ � � `�■16iiiiiiii■■ _ � ' ili■16ilLiiiiiFi. \ -1 1� 11111 11Is� - - - '_ '_ - '_ � IIII 11mollolrrrrrrrrrrollrrrrrrrrrrrrolwllollrrrrrlmm— AW# ROOF: 2463982 Buklers FirstSource Builders FirstSource 1602 INDUSTRIAL PARK DR PLANT CITY FL Phone: (813) 759-5922 Fax: (813) 752-1532 http://www.bldr.com General Notes: - Per ANSI/TPI 1-2007 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Truss Manufacturer. Dimensions are Feet -Inches- Sixteenths. - Trusses are to be 24" o.c. unless noted otherwise (U.N.O.) Trusses are not designed to support brick U.N.O. Do not cut or modify trusses without first contacting Builders FirstSource. - Immediately contact Builders FirstSource if trusses are damaged. Connection Notes: All hangers are to be Simpson or equivalent U.N.O. - Use Manufacturer's specifications for all hanger connections U.N.O. - Use 10d x 1 1/2" Nails in hanger connections to single ply roof girder trusses. Floor Truss Notes: Shift truss as required to avoid plumbing traps. Installation Contractor and/or Field Supervisor are to verify all dimensions, trap locations, and options prior to installation Dimension Notes: - Drawing not to scale. Do not scale dimensions Hatch Legend '°'°"HT I Roof: HT. 174BRG TCLL: 20 PSF HT. TCDL: 10 PSF BCDL: 10 PSF Floor: TCLL: 40 PSF TCDL: 10 PSF BCDL: 5 PSF Wind: Velocity: 160 MPH Exp. Cat.: C Risk Cat.: II Roof pitch: 7/12 Overhang: 12" CHRISTY TINDALL TINDALL RESIDENCE Layout:2463982TP_LAY Date: 11/23/19 Revision History: Revl: Rev2: Rev3: Doc-u1S•iglnedby: Comments: EfE935FAF3OE92486... NOT TO SCALE SHEET 1 of 1 4/12/2021