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HomeMy WebLinkAboutBuilding PlansElectrical Load Calculation 220.12 General Lighting Load 3 var*2 of floor area, including unused space adaptable for future use Floor Area n -- fix 14,295 va Basement Floor Area- ft2 - va 220.52(A) Small Appliance Load 1500 va for each 20 amp branch arcuit required per 210.1(C)(1) in EACH lolchen pantry, breakfast room, dining room, or similar areas. as of Small Appliance Branch Clrw¢s = •1500va" 3,000 va 220.52o) Laundry Load # of Laundry Branch Circuits - . • i500 va - 3,000 va Total General Lighting & Appliance Load, 20,295 va 220.42 Lighting Load Foods r Demand Faetom F l rs ( 3000 or less at c00% 3,000 ve From Soon to 120,000 at 35% 6,053 va Remainder over 120,000 at 25R - va Total Lighting Demand Load-.. ' 9A5a'va, 220.54 Electric Clothes Dryers Qty2 Eleolhc Doo,#t 500 kw 10,000 w Cry Electric Dryer#2 w kw - 220.56 Electric Cooking -Ranges Stove Tops and Wall Ovens M+.b,• Qtykw Gty kw dry kw Electric Cooking Demand Load :..: 3,600 w U0.51 Fired Electric Space Heading Loads or Air conditioning Load: Fixed Electric Space Heat# -kw AC#i/Geo 16 SEER 3Ton 3.6 kva Fixed Electric Space Heat#z Nar AC#z(Geo 16 SEF12. 3Ton : 36 kva Fixed Blectrlc Space Heat#3 ,aq tMb 1'•€ it, AC#3IGe0 kva Fixed Electric Space Hea[#4 Mker AC#4/6eo kva Fixed Electric Space Hear I`lw AC#SIGeo kva Total Heat & AC Load ,27,240 =va 220.14 Appliance bad -Dwelling Units 0. assumption valwads) Cry Description va(voleal ENUrlo Cooktop NtemeRlata 0 & I 2,400 cur" tft frgerz•0r 1,440 1 ?t a. t,sa0.. 1 W, n" HOod 240 , Ver:lan can _ 6'Fadal9 Fan sw i Water Heater 300 1 Other"i 66W'. 0 0 0 0 Total Connecter) Appliance Load = 14,700 as 220.53 Appliance load -Dwelling Units Total Appliance Demand Load = ° *.ak 0"va 220.50 Motor Loads @ 46 Volts pty Description va wads) Qty Description veterans) 0 .9 1 nn mDdprr?Ilener :37s iNA A p ReB xl � 6 qq9 pPr'r L Total Motor Load = 750 va 430.24 Several Matters or a Material and Other Loadls) 26%of Largest Motor Load = 84 va Total Motor Demand Load- eiF'. va TOTAL CALCULATED DEMAND LOAD In Volt-amperes= 61,762 va TOTAL CALCULATED DEMAND LOAD in AMPS 01201240V 1ph3W 7 1..257%amps EXISTING SERVICE SIZE NEW AMPS MINIMUM SERVICE SIZE RAW, : , AMPS : /ICE SIZE REQUESTED „(( amps Note: Electrical contractor to vedfy accuracy and completeness of load calculation Q W METER _ D1 m c D] _ DI m M nQ aQ 0 0 t�A UC.W.P. NEWFOOTING STEEL UNDERGROUND SERVICE WIRE SIZE BY ELECTRICAL CONTRACTOR ELECTRICAL RISER DIAGRAM SCALE: N.T.S Sldewall Fiashiri Detaii BEAM SCHEDULE • •:REINFORCEMENT/ • B1.1 8 24 11' 0" RCB 2 #5 T/B, #3 STIRRUP @ 8" 0 C MONSOON B1 2 8 24 11 0" RCB 8F24-1B 1T 81.2 8 C - B1.3a 12 16 11 -0" RCB 3 #6 T/B, 43 STIRRUP @ 6.5" O.C. 12 16 -0"' CAST CRETE 12F16-28/2T B1.3b 12 16 11'-0" CAST CRETE 12F16-2B/2T B1.3d 12 16 ill (Y RCB 3#6T/B,#3 STIRRUP @6.5"1r.C. B1.4 8 24 11'-0" RCB 3 #6 T/B, #3 STIRRUP @ 8" O ' OMIT STIRRUP @ CENTER 8' B1.5 81.5 8 24 11'-0 RCB 3#6T/B,#3STIRRUP @8"0' 8 16 5'-11' RCB 3 #5 T/B, 43 STIRRUP @ 6.5" 1 C. 82.1 8 16 22'-10 CAST CRETE 8F16-lB/1T B2.2a 12 16 " 22'-10" CAST CRETE 12F16-2B/2T 82 2b 12 16 22'-10" CAST CRETE 12F16-26/2T B22c 12 16 22'-10" CAST CRETE 12F16-2B/2T 82 20 12 16 22'-10". RCB 4 46 T/B, #3 STIRRUP @ 6.5"' . C. OMIT STIRRUP @ CENT ER U B2.3 3" 11.25" 18'-8.25" WOOD (2) 2x12 B2.4 8 .. 16 22'-10' RCB 3 #5 T/B, #3 STIRRUP @ 6.5"') C B3.2c 8 16 33' 8" CAST CRETE 8F16-1B/1T B3 2d 8 _ 16 33 8' CAST CRETE 8F16-lB/lT B3.4 8 16 33, 8" RCB 3 #5 T/B, #3 STIRRUP @ 6.5" ') C BOND BEAM 8 : 16 CMU 2 CMU COURSES W/ #5 EA C`•URSE BOND BEAM 12 16 RCB 2 05 T/B J IF MULTIPLES OF SAME ID, USE EITHER SEE CONNECTOR SCHEDULE FOR WOOD BEAMS COLUMN SCHEDULE • • BOC W (in) D (in) TYPE REINFORCEMENT/ SPEC NOTE C1.1A -3-4 9-0 "' 8 12 CAST (4) 45 VERT, #3 TIE @ 8" C1.1B -3 -4 9-0 12 12 CAST (4) #6 VERT, 43 TIE @ 10" C1.1C 3-4 ' 9 0 12 12 CAST (4) #6 VERT, #3 TIE @ 10" _ CLAD -3-4 9-0 8 12 CAST (4) #5 VERT, 43 TIE @ 8" -r C1 2 `" -3-4 9-4 12 " 12 CAST (4) #6 VERT, #3 TIE @ 10" C1.3 3-4 9-4 12 12 CAST (4) #6 VERT, 43 TIE @ 10" CIA - -3-4 9-4 12 12 CMU (4) #5 VERT. #3 TIE @ S" C1.5 -3 4 9-4 12 12 CAST (4) #6 VERT, #3 TIE @ 10' C1.6 -3-4 9-4 " 12 12 CAST (4) #6 VERT, 43 TIE @ 10" C1.7 -3-4 11-0 8 12 CAST (4) #5 VERT, il3 TIE @ 8" C2.1 11-8 21-6 10 10 CAST (4) 45 VERT, 83 TIE @ 8' _ C2.2 11-8 21-6 10 10 CAST (4) #5 VERT, 113 TIE @ 8" C2.3 3.1-8 21-6 10 10 CAST (4) #5 VERT, 43 TIE @ 8" - C2.4 11-8 21-6 12 7.2 CAST (4) #6 VERT, #3 TIED 10" C2.5: 11-8 21-6 12 12 CMU (4) #5 VERT, 43 TIE @ 8" C2.6 11-8 21-6 12 12 CAST (4) 46 VERT, 43 TIE @ 10" C2.7 11-10 21-6 IRR IRE, CAST SEE DETAIL C3.1 23-6 32-4 10 10 CAST (4) 45 VERT, #3 TIE @ 8" C3.2 23-6 32-4 10 10 CAST (4) #5 VERT, #3 TIE @ 8'' C3 3 23 6 32 4 10 1 0 C AST 4 #5 VERT #3 TIE 8" ( ) @ C3.4 23-6 32 4 12 12 CAST (4) 46 VERT, #3 TIE @ 10" Headwall Flashing Detail CONNECTOR(CO)SCHEDULE ACTUAL ALLOWACTUAL ID CONNECTED ELEMENTS UPLIFT GR"ITY UPLIFT GRAVITY CITY MFR MODEL FASTENERS CO-1 1810 1 Simpson'' HETA 20 10truss w/(9)TodxIS" CO -2 2035 2 Simpson HETA 20 To single ply truss w/ (10) lid x 1.5' C6-3 i2500 2 Simpson: HETA 20 To multiply truss`w/ (12) 16d' To conc w/ (4) .25" x 225" tapcon, To t russ w/ HSTM CO-4 missed or misplaced co-1 1175 1 Simpson HTSM20 20. - 10 cline w/ (4) .25"k 2.25" tapcon To truss w/ HSTM Co 5 missed or misplaced co-1. 2350 2 Simpson HISM20 20 2-ply (22) 10d nails w/ S/8" TR epoxied 12" into bond CO-6 3 1 �Iroson L1GT beam - : - - To valley truss be w/ (3) 10d x1.5' TO supporting CO-7 370 1 Simpson VTCR truss tc w/ (4) lid. To truss w/ (1) 10d x 1.5". To conc w/ (4) .25" x 1.75" CO-8 335 100 1 Simpson HU26 tapcon. To beam w/ (6) 10d To conc w/ (16) .25' x.2.75" CO 9 5085 1 Simpson: 2U212-2 tapcon 1. Gravity/uplift loads reference connection schedule ID. 2. 'truss' listed as a load means to reference loads in truss package. 3. If 'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points. 4. IVoonnected elements' is left blank, see connection schedule. 5.'QTY' referes to the number of connectors used per per Be connection (connected elements). If qty left blank, refer to drawings. 6. All loads are checked by architect, loads left blank were checked but are not required to be listed. 7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. GENERAL SPECIFICATIONS: 1. ROOF: METAL OVER PEEL &STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN 2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- C ONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" OR 1/2"GWB OVER 3/4" FURRING STRIP OVER R5 RIGID INSULATION. DOWELS AS PER GEN NOTES. SUBSITITUTE W/ 12" CMU AS SHOWN ON FLOOR PLAN. WHERE BREAKWAY DESIGNATED- NO HORIZ REINFOREMENT ALLOWED, ONLY VERT FILL CELLS AS SHOWN ON PLAN. 3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. TO BREAKAWAY. 4. CEILING: THIRD LEVEL: 1/2" OR 5/8"GWB OVER WOOD PE TRUSS BOTTOM CHORD. 5. DROP CLG/SOFFIT: 7/8" METAL RESILIENT CHANNEL OVER 20 GA 1.5" 'C' JOISTS @ 48" OC. HANG JOISTS W/ 90 DEG FOLDED 20 GA 3-5l8" METAL TRACK'LEG' ATTACHED TO CONIC FLOOR @ 48" OC W/ (2) 1.5" RAMSET PIN OR (2) .25 x 1.25" TAPCON. 6. EXTERIOR SOFFIT: STUCCO &LATH OVER FRAMING W/ NO VENTS. 7. PORCH CEILING: STUCCO &LATH OVER FRAMING OR PINE TBrG. 8. PROVIDE ANGLE BRACKETS BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT AND TO ELEVATE 4". - 9. 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. 10. FIREPLACE: PREFAB, PREENGINEERED, GAS, VENTLESS 11. DEFFERED SUBMITTALS: ROOF TRUSSES, HOLLOWCORE SLAB PLAN, SITE PLAN, DUCT LAYOUT, DEP APPLICATION, GUARDRAILS 12. SLAB ON GRADE: SLAB ON GRADE: TO BE FRANGIBLE, UNREINFORCED, AND ISOLATED (FLOATING). USE,FIBER MESH ONLY. 13. AUGERCAST PILE: 16" DIA CONIC W/ (6) # 5 VERT WI # 3 TIE @ 10" OC, EXTEND STANDARD HOOK INTO GRADE BEAM 16". RECESS PILE TOP INTO GRADE BEAM/ PILE CAP 3" MIN. SEE SECTION FOR DEPTH. 14. FLOOD VENTS: (3) 8"X16" FLOOD VENT BY SMART VENT. MODEL 1540-520. 577SF/200SF PER VENT= 3 REQ. 15. CONDENSING UNITS TO HAVE SPRINKLER NOZZEL AS PART OF IRRIGATION SYSTEM THAT PERIODICALLY RINSES COILS.TRUSS ACTUAL ACTUAL ,. 1 S," at 1L i i dqa. y, PRODUCT APPROVAL AFFIDAVIT 3/11119 BUILDINGGLASS ITEM TYPE ID1 •• •ea •• •a •• DOOR GLASS SWING ALL : 70,-80 .IMPACT PGT - FD 750 - _:. NOA 17-0504R04 DOOR OVERI'EAD ALL 42.-46 N/A CLOPAY 34A FL 5687.4 DOOR - SOLID SWING ALL 65,-65 :: N/A Plastpro : pFiberglass FL 17184.16 DOOR GLASS SLIDER ALL 60.-63 IMPACT PGT SCD-5570 NOA 17-0420.16 WINDOW PICTURE/TRANSOM ALL 50,-70 IMPACT: '.PGT PW 5520i NOA:17-0614.09 WINDOW MULLION ALL r9.6 N/A PGT _25 x3.2S"x.100" NOA 17-0630.01 WINDOW FLOOD VENT 100,-100 '`. N/A Smart Vent ` 1540520 FL 5822 ROOFING UNDERLAYMENT ALL N/A GAF any FL10626.1 -43 0 field, 1111.9 74.7: field, ROOFING METAL ALL edge 176 edge ' N/A SUNLAST 5a crimp NOA 15-0212 07 1.'ID' as per door & window schedule, Droll mil- ning worst case Dial 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 mere than'impact', ma use an of the impact lass a in the install instructions to achieve the stand buildin desi n pressures. Y Y P g type g g 6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided is achieve the stated building design pressure „ 7. 1 have reviewed the above components or cladding and I have approved their use In this structure. These products provide adequite resistance to the wind loads and forces specified by current code provisions. CONNECTION (CXN) SCHEDULE truss to borcam locatioru uno truss CO-1 valley truss to ea supporting 7CXN-3 trusstrussCD7 ArAl trussCO-2 GRA truss CO-6 CXN 5 C1iiB truss % CO-6 SEE AWNING ROO° CXN 6 JUX, KJUX truss DETAIL CXN 6'. HANGER FOR 1X5, F,RD: truss " Truss CO 8' CXN-7 HANGER FOR BEAM2.3 CO-9 1. Reference connector schedule. 2. All loads are checked by architect, loads left blank were checked but are not required to be listed. 3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. 4. If 'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified use connector for all nesessary points. PROJECT DESCRIPTION NEW CONSTRUCTION OF A 3 STORY RESIDENCE ON A VACANT OCEANFRONT LOT. ZONING INFORMATION: parcel id:2532-500-0077-000-5 PUD (unincorporated St Lucie County) lot (approx.): 40'x127' flood zone: AE-7', VE UTILITY INFORMATION: gas: new LP tank sewage: public potable water: public fire sprinklers AREA CALCULATIONS: 1st level- conditioned living 1,131 sf 1st level- conditioned volume 11,310 cf 1st level- garage 578 sf 1st level- covered entry 133 sf 1st level- rear porch 280 sf 2nd level -conditioned living 1,756 sf 2nd level- conditioned volume 17,560 cf 2nd level- stair 79 sf 2nd level- balcony 1 87 sf 2nd level- balcony 2 200 sf 3rd level- conditioned living 1,878 sf 3rd level- conditioned volume 18,780 cf 3rd level- stair 64 sf 3rd level- balcony 3 48 sf 3rd level- balcony 4 157 sf total building area 54,041 sf total conditioned living (stair excl) 4,765 sf total conditioned volume 47,650 cf total 1st level building area 13,432 sf WALL LEGEND SHEET INDEX A-1 title/ schedules general notes A-2 THICKNESS ON FLOOR ID DESORPTION SPECS PLAN REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A-1 9" W/ FINISHES BREAKAWAY REINFORCED SEE GENERAL SPECIFICATIONS ON A-1 CMU WALL REINFORCED CMU WALL SEE GENERAL SPECIFICATIONS ON A-1 WO/FINISHES 75/8" REINFORCED CMU COLUMN SEE FLOOR PLAN VARIES NON LOAD BEARING TNT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5"ACTUAL PANEL DOOR/ LINTEL SCHEDULE D1 ; 1/EXT 6 0 ; 8.0 [CAST CRETE LINTEL 87722:-113J1T D. SWING,I1 LITE GLASS . . D2 1/ EXT +402, -44.9 16-0 10-0 • -� CAST CRETE LINTEL 12F24-71;/1T OVERHEAD DOOR W/ARC H TOP D3 1/EXT +455, 589 180 t&l: �C45TCRETELINTEL 12F161R 4PANI:LGLASSSLIDER D4 1/ EXT +45.5, 58 9 2 8 8-0 CAS? CRETE LINTEL 12F6 11l � S SN'IVG, SOLID PANEL US 1J EXT N/A ' 6-0 : 4-0 CAST CRETE LINTEL 8F24 1Et/17 LOUVERED ALUM GATE D6 2/ EXT +45.5, -48.5 2-6 8-0 CAST CRETE LINTEL 8RF22-1 3/1T S. SWI VG, 1 LITE GLASS PANEL D7 2( EXT +45.5, 48.5 ' 2 5 60 CASTCRETE LINTEL 8RF22-1B/1T S. SWING, a.. LITE GLASS PANEL DS 2/ EXT +45.5, -58.9 PLAN SEE DETAIL ON A-4 3 PANEL GLASS SLIDER MITERED D9 3J EXT a-45.5, 58,9 ` 12-0 �7� CASTC".FTE LINTEL 12F6-18 4 PPNGL GLASS SLIDER D10 3/ EXT +45 5, 48 S 2 6 IS CAST CRETE LINTEL SRR2- I B/1T S. SWING, 1 LITE GLASS PANEL Dil 3/ EXT +45.5, 48.5 12-6 8-0 ]CAST CRETE LINTEL 8RF22-1 B/1T 5 SWING, l LITE GLASS PANEL SEE GEN NOTE 26 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKSACTUAL B.O. WINDOW/ LINTEL SCHEDULE WO 1/EXT +47.7, -51.3 16" 8" -i-0 CAS I CRETE LINTEL 8F8-OB/OT FLOOD VENT see gees specs Wl 1/EXT +47.7, -51.3 3-0 5-8 14-8 CAST CRETE LINTEL SR41B,11T PICTURE W2 1/EXT +47.7, -51.3 3.0 4-8 8-0 CAST-CRETE LINTEL 8F241B,/1T CASEMENT W3 1/EXT +47.7.-63.4 3-0 4-8 8-0 CAS.iCRETE LINTFL8F24-1B,/1T CASEMENT W4 l/EXT +47.7-51.3 3 D 4-8 8-0 CASE CRETE LINTEL 8F24-16/1T CASEMENT WS 2/EXT +47.7, -63.4 3-0 4-8 S-D CAST CRETE LINTEL 8F24-1B/1T CASEMENT W6 2/EXT +47.r, 63.4 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W7 2/EXT +47,7, -63.4 3-0 4-8 8-0 CASE CRETE LINTEL 8F24-1B/1T CASEMENT W8 2/EXT +47.7, 51.3 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W9 2/EXT +47.7, -51.3 2-0 2-0 8-0 CAS f CRETE LINTEI 8F24-18/1T PICTURE. TEMPERED W10 not used W11 2/EXT +477, -51.3 3-0 4-8 8-0 CA>•F CRETE LINTEL 8F24-18/1T CASEMENT W12 2/EXT +47.7, 63.4 3 0 4-8 8 0 CAST-CRETE LINTEL 8F24-1B/1T : CASEMENT :. W13 2/EXT +477, -51.3 3-0 2-0 8-0 CA>LCRETE LINTE_SF24-lE/1T PICTURE W14 : 2/EXT +477, 51.3 3 0 4-8 8 0. CASE CRETE LI NTE 8F24-1Ei/1T :CASEMENT W15 2/EXT +47.7, -51.3 3-0 2-0 8-0 CAtiL CRETE LINTF SF2z-1 B/11 PICTURE IEMPEKED W16 2/EXT +47 1, 51:3 3 0 4-8 8 0 '. CAS F CRETE LINTEL 9F24-16I1T CASEMENT . W77 2/FXT +47.7, 63.4 3-0 4-8 8-0 CAtiT CRETE LINTEL 8F24-1B/1T CASEMENT W18 3/EXT +47,7, -63.4 3 0 4-8 8-0 ' CAST CRETE LINTEL 8F24-16/1T CASEMENT W19 3/EXT +4; 7, -63.4 3 0 4-8 8 0 CAS TCRETE LINTEL 8F2418/1T CASEMENT W20 3/EXT +47.7, -63.4 3 D 4-8 180 I CAST CRETE LINTEL 8F24-1 L3/1T CASEMENT W21 3/EXT +477, -51.3 3-0 4-8' 8-0 CA>T CRETE LINTEL 8F24-113/1T CASEMENT W22 3/EXT +473, 51.3 2 0 2-0 8 0 CA>T CRETE LINTELSF24 1F1/1T PICTURE TEMPERED:. W23 3/EXT +45.5 48.5 3-0 10-8 8-0 CA'.T CRETE LISIT ELSF24-1B/1T PICTURE 4V24 3/EXT +47.7, -51:3 3 0 4a8 8.0 CAST CRETE LINTELSF24-16/1T .CASEMENT : W25 3/EXT +47,7, -5i.3 3-0 4-8 8-0 CA'.T CRETE LINTEL 8F24-13/11 CASEM FRT W26 3/EXT +45.5, 5$'9 8 0 50 8 0 - CAST CRETE LINTEL 8F24 1BJ1T PICTURE TEMPERED W27 3/EXT +9 J, -63.4 3-0 4-8 8-0 CAST CRETE LINT[ LSF24-IB/1T CASEMENT W28 3/EXT +47.7, 57z3 30 '4-8 80 '. CAST CRETE LINTF.L8F24-1Bf1T :CASEMENT W29 3/EXT +477. -513 3-0 4-8 8-0 CAST CRETE LINTEL 8F24-1B/1T CASEMENT 'W30 "3/EXT +47.7, -ST:3 ' 3 0 2-0 8.0 ' CAST CRETE LIN1 L 8F24 1Elf1T PICTURE TEMPCRFD'- W31 3/EXT +47.7, -51.3 3-0 2-0 8-0 Cr);T CRETE LINT-LSF24-1B/1T PICTURE W32 3/EXT +47 3 0 ;: 8-0 'i AST CRETE LINTEL SF24 1B%1T `CASEMENT W33 3/EXT +47.7,-63.4 3-0 4-8 8-0 CAfbTCRETE LINTEL8F24-1B/1T CASEMENT SEE GEN NOTE 26 FRAMES TO 8E WHITE VINYL W/FINISH FLANGES FOR 3/4" W00@ BUCKS CL NOT INCLUDED ON THIS PERMIT Lto aIt LL 0 CUl o : Cto trial : DOOR/ LINTEL SCHEDULE D1 ; 1/EXT 6 0 ; 8.0 [CAST CRETE LINTEL 87722:-113J1T D. SWING,I1 LITE GLASS . . D2 1/ EXT +402, -44.9 16-0 10-0 • -� CAST CRETE LINTEL 12F24-71;/1T OVERHEAD DOOR W/ARC H TOP D3 1/EXT +455, 589 180 t&l: �C45TCRETELINTEL 12F161R 4PANI:LGLASSSLIDER D4 1/ EXT +45.5, 58 9 2 8 8-0 CAS? CRETE LINTEL 12F6 11l � S SN'IVG, SOLID PANEL US 1J EXT N/A ' 6-0 : 4-0 CAST CRETE LINTEL 8F24 1Et/17 LOUVERED ALUM GATE D6 2/ EXT +45.5, -48.5 2-6 8-0 CAST CRETE LINTEL 8RF22-1 3/1T S. SWI VG, 1 LITE GLASS PANEL D7 2( EXT +45.5, 48.5 ' 2 5 60 CASTCRETE LINTEL 8RF22-1B/1T S. SWING, a.. LITE GLASS PANEL DS 2/ EXT +45.5, -58.9 PLAN SEE DETAIL ON A-4 3 PANEL GLASS SLIDER MITERED D9 3J EXT a-45.5, 58,9 ` 12-0 �7� CASTC".FTE LINTEL 12F6-18 4 PPNGL GLASS SLIDER D10 3/ EXT +45 5, 48 S 2 6 IS CAST CRETE LINTEL SRR2- I B/1T S. SWING, 1 LITE GLASS PANEL Dil 3/ EXT +45.5, 48.5 12-6 8-0 ]CAST CRETE LINTEL 8RF22-1 B/1T 5 SWING, l LITE GLASS PANEL SEE GEN NOTE 26 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKSACTUAL B.O. WINDOW/ LINTEL SCHEDULE WO 1/EXT +47.7, -51.3 16" 8" -i-0 CAS I CRETE LINTEL 8F8-OB/OT FLOOD VENT see gees specs Wl 1/EXT +47.7, -51.3 3-0 5-8 14-8 CAST CRETE LINTEL SR41B,11T PICTURE W2 1/EXT +47.7, -51.3 3.0 4-8 8-0 CAST-CRETE LINTEL 8F241B,/1T CASEMENT W3 1/EXT +47.7.-63.4 3-0 4-8 8-0 CAS.iCRETE LINTFL8F24-1B,/1T CASEMENT W4 l/EXT +47.7-51.3 3 D 4-8 8-0 CASE CRETE LINTEL 8F24-16/1T CASEMENT WS 2/EXT +47.7, -63.4 3-0 4-8 S-D CAST CRETE LINTEL 8F24-1B/1T CASEMENT W6 2/EXT +47.r, 63.4 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W7 2/EXT +47,7, -63.4 3-0 4-8 8-0 CASE CRETE LINTEL 8F24-1B/1T CASEMENT W8 2/EXT +47.7, 51.3 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W9 2/EXT +47.7, -51.3 2-0 2-0 8-0 CAS f CRETE LINTEI 8F24-18/1T PICTURE. TEMPERED W10 not used W11 2/EXT +477, -51.3 3-0 4-8 8-0 CA>•F CRETE LINTEL 8F24-18/1T CASEMENT W12 2/EXT +47.7, 63.4 3 0 4-8 8 0 CAST-CRETE LINTEL 8F24-1B/1T : CASEMENT :. W13 2/EXT +477, -51.3 3-0 2-0 8-0 CA>LCRETE LINTE_SF24-lE/1T PICTURE W14 : 2/EXT +477, 51.3 3 0 4-8 8 0. CASE CRETE LI NTE 8F24-1Ei/1T :CASEMENT W15 2/EXT +47.7, -51.3 3-0 2-0 8-0 CAtiL CRETE LINTF SF2z-1 B/11 PICTURE IEMPEKED W16 2/EXT +47 1, 51:3 3 0 4-8 8 0 '. CAS F CRETE LINTEL 9F24-16I1T CASEMENT . W77 2/FXT +47.7, 63.4 3-0 4-8 8-0 CAtiT CRETE LINTEL 8F24-1B/1T CASEMENT W18 3/EXT +47,7, -63.4 3 0 4-8 8-0 ' CAST CRETE LINTEL 8F24-16/1T CASEMENT W19 3/EXT +4; 7, -63.4 3 0 4-8 8 0 CAS TCRETE LINTEL 8F2418/1T CASEMENT W20 3/EXT +47.7, -63.4 3 D 4-8 180 I CAST CRETE LINTEL 8F24-1 L3/1T CASEMENT W21 3/EXT +477, -51.3 3-0 4-8' 8-0 CA>T CRETE LINTEL 8F24-113/1T CASEMENT W22 3/EXT +473, 51.3 2 0 2-0 8 0 CA>T CRETE LINTELSF24 1F1/1T PICTURE TEMPERED:. W23 3/EXT +45.5 48.5 3-0 10-8 8-0 CA'.T CRETE LISIT ELSF24-1B/1T PICTURE 4V24 3/EXT +47.7, -51:3 3 0 4a8 8.0 CAST CRETE LINTELSF24-16/1T .CASEMENT : W25 3/EXT +47,7, -5i.3 3-0 4-8 8-0 CA'.T CRETE LINTEL 8F24-13/11 CASEM FRT W26 3/EXT +45.5, 5$'9 8 0 50 8 0 - CAST CRETE LINTEL 8F24 1BJ1T PICTURE TEMPERED W27 3/EXT +9 J, -63.4 3-0 4-8 8-0 CAST CRETE LINT[ LSF24-IB/1T CASEMENT W28 3/EXT +47.7, 57z3 30 '4-8 80 '. CAST CRETE LINTF.L8F24-1Bf1T :CASEMENT W29 3/EXT +477. -513 3-0 4-8 8-0 CAST CRETE LINTEL 8F24-1B/1T CASEMENT 'W30 "3/EXT +47.7, -ST:3 ' 3 0 2-0 8.0 ' CAST CRETE LIN1 L 8F24 1Elf1T PICTURE TEMPCRFD'- W31 3/EXT +47.7, -51.3 3-0 2-0 8-0 Cr);T CRETE LINT-LSF24-1B/1T PICTURE W32 3/EXT +47 3 0 ;: 8-0 'i AST CRETE LINTEL SF24 1B%1T `CASEMENT W33 3/EXT +47.7,-63.4 3-0 4-8 8-0 CAfbTCRETE LINTEL8F24-1B/1T CASEMENT SEE GEN NOTE 26 FRAMES TO 8E WHITE VINYL W/FINISH FLANGES FOR 3/4" W00@ BUCKS CL NOT INCLUDED ON THIS PERMIT Lto aIt LL 0 CUl o : Cto trial : WINDOW/ LINTEL SCHEDULE WO 1/EXT +47.7, -51.3 16" 8" -i-0 CAS I CRETE LINTEL 8F8-OB/OT FLOOD VENT see gees specs Wl 1/EXT +47.7, -51.3 3-0 5-8 14-8 CAST CRETE LINTEL SR41B,11T PICTURE W2 1/EXT +47.7, -51.3 3.0 4-8 8-0 CAST-CRETE LINTEL 8F241B,/1T CASEMENT W3 1/EXT +47.7.-63.4 3-0 4-8 8-0 CAS.iCRETE LINTFL8F24-1B,/1T CASEMENT W4 l/EXT +47.7-51.3 3 D 4-8 8-0 CASE CRETE LINTEL 8F24-16/1T CASEMENT WS 2/EXT +47.7, -63.4 3-0 4-8 S-D CAST CRETE LINTEL 8F24-1B/1T CASEMENT W6 2/EXT +47.r, 63.4 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W7 2/EXT +47,7, -63.4 3-0 4-8 8-0 CASE CRETE LINTEL 8F24-1B/1T CASEMENT W8 2/EXT +47.7, 51.3 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT W9 2/EXT +47.7, -51.3 2-0 2-0 8-0 CAS f CRETE LINTEI 8F24-18/1T PICTURE. TEMPERED W10 not used W11 2/EXT +477, -51.3 3-0 4-8 8-0 CA>•F CRETE LINTEL 8F24-18/1T CASEMENT W12 2/EXT +47.7, 63.4 3 0 4-8 8 0 CAST-CRETE LINTEL 8F24-1B/1T : CASEMENT :. W13 2/EXT +477, -51.3 3-0 2-0 8-0 CA>LCRETE LINTE_SF24-lE/1T PICTURE W14 : 2/EXT +477, 51.3 3 0 4-8 8 0. CASE CRETE LI NTE 8F24-1Ei/1T :CASEMENT W15 2/EXT +47.7, -51.3 3-0 2-0 8-0 CAtiL CRETE LINTF SF2z-1 B/11 PICTURE IEMPEKED W16 2/EXT +47 1, 51:3 3 0 4-8 8 0 '. CAS F CRETE LINTEL 9F24-16I1T CASEMENT . W77 2/FXT +47.7, 63.4 3-0 4-8 8-0 CAtiT CRETE LINTEL 8F24-1B/1T CASEMENT W18 3/EXT +47,7, -63.4 3 0 4-8 8-0 ' CAST CRETE LINTEL 8F24-16/1T CASEMENT W19 3/EXT +4; 7, -63.4 3 0 4-8 8 0 CAS TCRETE LINTEL 8F2418/1T CASEMENT W20 3/EXT +47.7, -63.4 3 D 4-8 180 I CAST CRETE LINTEL 8F24-1 L3/1T CASEMENT W21 3/EXT +477, -51.3 3-0 4-8' 8-0 CA>T CRETE LINTEL 8F24-113/1T CASEMENT W22 3/EXT +473, 51.3 2 0 2-0 8 0 CA>T CRETE LINTELSF24 1F1/1T PICTURE TEMPERED:. W23 3/EXT +45.5 48.5 3-0 10-8 8-0 CA'.T CRETE LISIT ELSF24-1B/1T PICTURE 4V24 3/EXT +47.7, -51:3 3 0 4a8 8.0 CAST CRETE LINTELSF24-16/1T .CASEMENT : W25 3/EXT +47,7, -5i.3 3-0 4-8 8-0 CA'.T CRETE LINTEL 8F24-13/11 CASEM FRT W26 3/EXT +45.5, 5$'9 8 0 50 8 0 - CAST CRETE LINTEL 8F24 1BJ1T PICTURE TEMPERED W27 3/EXT +9 J, -63.4 3-0 4-8 8-0 CAST CRETE LINT[ LSF24-IB/1T CASEMENT W28 3/EXT +47.7, 57z3 30 '4-8 80 '. CAST CRETE LINTF.L8F24-1Bf1T :CASEMENT W29 3/EXT +477. -513 3-0 4-8 8-0 CAST CRETE LINTEL 8F24-1B/1T CASEMENT 'W30 "3/EXT +47.7, -ST:3 ' 3 0 2-0 8.0 ' CAST CRETE LIN1 L 8F24 1Elf1T PICTURE TEMPCRFD'- W31 3/EXT +47.7, -51.3 3-0 2-0 8-0 Cr);T CRETE LINT-LSF24-1B/1T PICTURE W32 3/EXT +47 3 0 ;: 8-0 'i AST CRETE LINTEL SF24 1B%1T `CASEMENT W33 3/EXT +47.7,-63.4 3-0 4-8 8-0 CAfbTCRETE LINTEL8F24-1B/1T CASEMENT SEE GEN NOTE 26 FRAMES TO 8E WHITE VINYL W/FINISH FLANGES FOR 3/4" W00@ BUCKS CL NOT INCLUDED ON THIS PERMIT Lto aIt LL 0 CUl o : Cto trial : CL NOT INCLUDED ON THIS PERMIT Lto aIt LL 0 CUl o : Cto trial : E d j � U to d c N U Q � U co E N O � 1-Q 7 + aQ� m_ N (O m c�N t_ m 0 t71 � d ¢ tY) a) p ,mm N � C . G- gE.QF F�cR y'�G1S P. a ee�FP . �� AR97108 :"� Electrical Load Calculation 220.12 General Lighting Load 3 valfe of floor area, Including unused space adaptable for future use. Floor An xd a°="S. 14295 va fl B cement Floor Area va Be kv 220.52(A) Small Appliance Load 1500 va for each 20 amp branch cimult required per 210.1(C)(1) in EACH Ictchen, panty, breakfast room, dining room, or similar areas # of Small Appliance Branch Circuits: L��a af'e-`1600 v.- 3,000 va 220.62(6) Laundry Load #of Launtlry Branch Circure 1500 via = 3,000 va Total General Lighting & Appliance Loatl= 20,295 va 220.42 Lighting Load Feeder Demand Factors First 3000 or less at R00% 3,000 va From 3001 to 22o,000 at 35% 6,053 va Remainder over s2opoo at 25% ve Total Lighting Demand Loadp,p a ° ve 220.54 Electric Clothes Dryer city Electric Dryer #i 500ikw 10,000 w Oty a ia°°eT Elecmc Dryer#2 e :Cta"t kw w 220.55 Electric Cooking -Ran es Stove Tops and Wall Ovens oty p Electric CookW Wes ..i kw otY d;9..e.Y „ Y Ir a-5-x.a kw oty 0 `3 ,; ek Electric Cooking Demand Loadw 220.51 Fixed Electric Space Heating Loads or Air Conditioning Load: Fixed Electric Space Heat#vNksr kw AC#v/Gee 165EER:-,3ron 3.6 kva Fixed Electric Space Heat #akw AC#2/Geo a I F ¢: Y6 five Fixed Electric space Heat #3kw AC#3/Geo .wr,"aP:e ea^•, kva Fixed Electric Space Heat#4 AC#4/Geo live Fixed Electric Space Heat #5 AC05/Geo love Total Heat & AC Load ae,:xe :".ve 22014 Appliance loatl Oveellmg Units otf Description ( atts) 0or Description v.(wate.) > 2 Cards, P-mone 2,g0b i r Ran, 1 ReMgoodw 1,449 M t Range Ncua 140 a,�T lt7a ¢ m Total Connected Appliance Load 14,700 va 220.53 Appliance load-D,velhng Units Total Appliance Demand Load ?ixifl 'Eva 220.50 Motor Loatls @ 120 Volts Dry Description va(watts) off Description va(watts) 0 °, 0 P" a 'a i . i aR BI e 2a ede n.a,CC N e. 3112hp6arlDtivrOpenar "S 0 ,f a e e ; aro S af,4.'hdrc°ima,a e Air ffiffi.R,e4 ° ra a Ae a aarc a °.C89rS aa¢ ) Total Motor Load = 750 va 430.24 Several Motor or a Motors) and Other Loatls) 25%of Largest Motor Load = 94 va Total Motor Demand Load =prc`p,'e¢k;°tva TOTAL CALCULATED DEMAND LOAD In Volt-amperes= 61,762 va TOTAL CALCULATED DEMAND LOAD In AMPS@1201240V 1ph3W amp$ EXISTING SERVICE SIZE NEV3+,+:,AMPS MINIMUMSERVICESIZEa Cex2� :AMPS „i/ICE SIZE REQUESTED 3.?2amps Note: Electrical contractor to verify accuracy and completeness of load calculation. =24-16/1T #Bi lIRk1° uB�P?'oC,, #6 T/B, #3 STIRRUP @ 6.5" O.C. 0 NEW METER m a) m C aQ aQ O O m #4 CU r�i q3i� c c C.W.P. NEW FOOTING STEEL UNDERGROUND SERVICE WIRE SIZE BY ELECTRICAL CONTRACTOR ELECTRICAL RISER DIAGRAM SCALE: N.T.S. Sidewall Flashirlg-Detalr 1131.4 24p� ll 17 8 RCB O.C. 3,}#�6. T/B #p3 STI�R9R`UP, @ OMIT STIRRUP @ CENTER 8 YSfa 93 f9M (8 C^a9r'4Yerc^GYf i� �0.j arti/e�a „f�f I ie saia�ffev°e AAA-i!'FR'TM1, $8 I{R dfrl ae:lFV to a, s. :: Zp 4 y'. t is R1 6 IR 116 5'-11" I IRCB 13 #5 T/B, #3 STIRRUP @ 6.5" O.C. B21b is 16 22 10 CAST CRETE 8F16113/1T R. "',�,'`i+.l'/.1.T.. B2 1d 8 16 22 10 CAST CRETE 8F16 16/1T 0T TV �2 2 T' CAST 12F16-2B/2T B62.2�1ba�$ 12 16 ^22'-10" -- ��CRETE771� q L�anrtEa'�,.,, B2.2d 12 16 22'-10" RCB 4 #6 T/B, #3 STIRRUP @ 6.5" O.C. OMIT STIRRUP @ CENTER 6' '. 6a 9 SLR°� l7 22'-10" ova ytea RCB 3 #5 T/B, #3 STIRRUP @ 6.5" O.C. B2.4 8 16 e. e e+ r tti`hd B3.1b 8 16 33'-8" CAST CRETE 8F16-1B/1T Am ` E7E, CR CST 1==BIT S B3.1d 8 16 33 8' CAST CRETE 8F16-16/1T 5� �+ SST , pfi Ni a tS aiBYa.. m% wa n! Y - Tool „ a a, CAST CRETE f , . 8F16-1B/1T ,N a B3.2d 8 16 33'-8" a � °::, „ .:.ff 4', I "t fe , a . - RONn REAM R 16 CMU 2 CMU COURSES W/ #5 EA COURSE . C1.113 TOC :.REINFORCEMENT/ __G B -3-4 9-0 12 12 COLUMN CAST SCHEDULE (4) #6 VERT, #3 TIE @ 11C CLAD ¢ 3�t4.e_ -3-4 0 9-0 a.,a". a 8 �2 12 CAST { VEf� (4) #5 VERT, #3 TIE @ £ ,B i C1.3 �a ry -3-4 9-4 12 , ,pA b 12 CAST �p #��?E i (4) #6 VERT, #3 TIE @ e adva s aNSm4 -3-4 9-4 rceYe , mx 12 a e,x 112 M11 CAST "iP5 i1ERTe,,.:. Tl�d 4 (4) #6 VERT, #3 TIE @ ' C1.5 s R. N C1.7 -...., -3-4 , e , 11-0 8 �d 9 12 d -. a ,....... CAST d::-.x , Y (4) #5 VERT, #3 TIE @ £ C2.2 11-8 1 21 6 10 10 CAST VEi1-'r, {. e. „ (4) #5 VERT, #3 TIE @ £ f C2.4 , a, 11-8 2i�6,, 8,.,.Bs 21-6 d.� 12 T#1 12 S`T CAST (4) #6 VERT, #3 TIE @ .a".B, ,.a"�. C2.6 6a.:. ,.,a re, 11-8 �ee��,����yy ,a,B,B,. c. "1'2"e=`9d Ca°a°,P 21-6 ,°,f 12�ep ¢ ^�' r, ,,, I¢ pa ,,r ,!F�,Y.,.,.,,, CAST t, y� 4�(#S k'ER,rfe^(Ti00, (4) #6 VERT, #3 TIE @ C3.��1ee 23-6 32-4 10 yy12 10 CAST (4) #5 VERT, #3 TIE @ £ C3.3 23-6 32-4 10 10 CAST (4) #5 VERT, #3 TIE @ £ Headwall Flashing Detail aa.,waN�a �a.3Kmdb5M✓'1 $)awe aeeeedx CONNECTOR(CO)SCHEDULE ID CONNECTED ELEMENTS UPLIFT, GRAVITY UPLIFT GR�•MODEL naaaaea1810 1 Simpson HETA 20: CO-2 2035 2 Simpson HETA 20 To single ply truss w/ (10) 10d x 1.5" P ddax..,. a a 9 f a , a ' •-f S a ', , �, ¢ , a f ,.. f u f� to B 6 �a6 ",d a, .,„_ e Yd�a¢ i m , , CO-4 missed or misplaced co-1 1175 1 Simpson HTSM20 To cone w/ (4) .25" x 2.25" tapcon. To truss w/ HSTM 20. ... 3t6 .. -.777, 72 4atl C. [83 ._. CO-6 3965 1 Simpson MGT 2-ply (22) 10d nails w/ 5/8 TR epoxied 12' into bond beam a,e,°„.,tl',, n" ee T v ru kt Its, , CO-8 1 3351 10001 1 Simpson IHU26 ITO truss w/ (1) 10d x 1.5". To conc w/ (4) .25" x 1.75" tapcon. a,d,ee ,0 ,. 2. 77 To heamw�fles x a.ay, � ),Y,e.eee , .°.., ,..:„ ff . _. -.-,.:. . ,.m„ ,,.,:,.�„.. - 1. Gravity/uplift loads reference connection schedule ID. 2. 'truss' listed as a load means to reference loads in truss package. 3. If'connected elements' contains'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points. 4.11'connected elements' is left blank, see connection schedule. 5.'OTY' referes to the number of connectors used per per ea connection (connected elements). If qty left blank,. refer to drawings... 6. All loads are checked by architect, loads left. blank were checked but are not required to be listed. 7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher. GENERAL SPECIFICATIONS: 1. ROOF: METAL OVER PEEL & STICK OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS PER FRAMING PLAN 2. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" OR 1/2" GWB OVER 3/4" FURRING STRIP OVER R5 RIGID INSULATION. DOWELS AS PER GEN NOTES. SUBSITITUTE W/ 12" CMU AS SHOWN ON FLOOR PLAN. WHERE BREAKWAY DESIGNATED- NO HORIZ REINFOREMENT ALLOWED, ONLY VERT FILL CELLS AS SHOWN ON PLAN. - 3. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC. TO BREAKAWAY. 4. CEILING: THIRD LEVEL: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD. 5. DROP CLG/SOFFIT; 7/8" METAL RESILIENT CHANNEL OVER 20 GA 1.5" 'C' JOISTS @ 48" OC. HANG JOISTS W/ 90 DEG FOLDED 20 GA 3-5/8" METAL TRACK'LEG' ATTACHED TO CONIC FLOOR @ 48" OC W/ (2) 1.5" RAMSET PIN OR (2) .25 x 1.25" TAPCON. 6. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ NO VENTS. 7. PORCH CEILING: STUCCO & LATH OVER FRAMING OR PINE T&G, 8. PROVIDE ANGLE BRACKETS BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING UNIT AND TO ELEVATE 4". 9.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. 10. FIREPLACE: PREFAB, PREENGINEERED, GAS, VENTLESS 11. DEFFERED SUBMITTALS: ROOF TRUSSES, HOLLOWCORE SLAB PLAN, SITE PLAN, DUCT LAYOUT, DEP APPLICATION, GUARDRAILS 12. SLAB ON GRADE: SLAB ON GRADE: TO BE FRANGIBLE, UNREINFORCED, AND ISOLATED (FLOATING). USE FIBER MESH ONLY. 13. AUGERCAST PILE: 16" DIA CONIC W/ (6) # 5 VERT W/ # 3 TIE @ 10" OC, EXTEND STANDARD HOOK INTO GRADE BEAM 16". RECESS PILE TOP INTO GRADE BEAM/ PILE CAP 3" MIN. SEE SECTION FOR DEPTH. 14. FLOOD VENTS: (3) 8"X16" FLOOD VENT BY SMART VENT. MODEL 1540-520. 577SF/200SF PER VENT= 3 REQ. 15. CONDENSING UNITS TO HAVE SPRINKLER NOZZELAS PART OF IRRIGATION SYSTEM THAT PERIODICALLY RINSES COILS. PRODUCT APPROVAL AFFIDAVIT 3/11/19 GLASS ITEM TYPE ID1 BUILDINGDP2•.a 1• TYPES MFR MODEL•. O(}R '° ' GLASS^SVa11NG' _ ARL"" , �, , `°., 70, 80 IMPACT PGT > FD 750 :NOA 17 0504.04 DOOR OVERHEAD ALL 42,-46 N/A CLOPAY 84A FL 5684.4 ,:bdR, as ` SC)UD'SW1NCna ¢ a ..: 77, n "a9 ;-6 � ;�i DOOR GLASS SLIDER ALL 60-60 IMPACT PGT SGD-5570 NOA 17-0420.16 ',"s e ^ "1't1f'1`•1£Atd5tltul. 5 8 63 6 rt' f d. p�L da d^ T v i59¢8ff ff BOA 17 tS6Md� f. ¢ ¢ B f ,W1ND"S�'W ,e,� AFL°,,,,, , ,", „ ,. '^, e. 5At��l ,a f„e.,, aw� e.a:-,a,e, ..,a ,: a9 „,Fp��s„aae: ,e �,,, ,, ,a WINDOW MULLION ALL 79.6 N/A PGT 1.25"x3.25"x.100" NOA 17-0630.01 z z ,VM „ ROOFING UNDERLAYMENT JALL N/A IGAF lany IFL 10626.1 a sa '.a "x, ; 4 fii"Lf7 7 "2"FIe3Yf6 6-:.P .''. " ,, ,a e a ,% ¢ +�l x ... „ 0A"15f1211Y7,,f.dff,zpiaaa a, RCAF}i¢a'&° -: , °aet:'1iA8a , „a,.,? ,a„ ,ttNtA? Sc xfat , a a, Eel:,, 1.'ID' as per door & window schedule, or all meaning worst case of all similar items of that p 8 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 an of the specified attachment methods in the install instruction matching Y Y P g structure provided to achieve the stated building design P g pressures. g 7. I have reviewed the above components or cladding and 1 have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by currentcode provisions. PROJECT DESCRIPTION SHEET INDEX NEW CONSTRUCTION OF A 3 STORY RESIDENCE ON A VACANT OCEANFRONT LOT. ZONING INFORMATION: parcel id: 2532-500-0077-000-5 PUD (unincorporated St Lucie County) lot (approx.): 40'x127' flood zone`. AE-7 , VE UTILITY INFORMATION: gas: new LP tank sewage: public potable water: public P fire sprinklers AREA CALCULATIONS: 1st level- conditioned living 1,131 sf 1st level -conditioned volume 11,310 cf 1st level- garage 578 sf 1st level- covered entry 133 sf 1st level- rear porch 280 sf 2nd level- conditioned living 1,756 Sf 2nd level- conditioned volume 17,560 cf 2nd level- stair 79 sf 2nd level- balcony 1 87 sf 2nd level- balcony 2 200 sf 3rd level- conditioned living 1,878 sf 3rd level- conditioned volume 18,780 cf 3rd level- stair 64 sf 3rd level- balcony 3 48 sf 3rd level- balcony 4 157 sf total building area 54,041 sf total conditioned living (stair excl) 4,765 sf total conditioned volume 47,650 cf total 1st level building area 13,432 sf WALL LEGEND A-1 title/schedules A-2 general notes A-3 foundation plan A-4 filled cell plan A-5 framing plan A-6 floor plan A-7 section A-8 elevs A-9 elect plan A-10 plumbing plan A-11 site plan , j14 REVIEWED IF CODE COMPLIANCE ST• LUCIE COUNTY BOCC THICKNESS ON FLOOR ID DESCRIPTION SPECS PLAN REINFORCED CMU WALL W/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 9" BREAKAWAY REINFORCED CMU WALL. SEE GENERAL SPECIFICATIONS ON A-1: REINFORCED CMU WALL WO/ FINISHES SEE GENERAL SPECIFICATIONS ON A-1 7 5/8". REINFORCED CMU COLUMN SEE FLOOR PLAN VARIES. NON LOAD BEARING INT WALL SEE GENERAL SPECIFICATIONS ON A-1 4.5" DOOR/ LINTEL SCHEDULE & 01 p2 `r/ f 1/EXT ' .45 5 58 9 +40.2, -44.9 6 0 16-0 18 0 10-0 16 0 IT-8" CAST RETE L1N7FE BRF ' CAST CRETE LINTEL 12F24-113/1T OVERHEAD DOOR W/ ARCH TOP 03 D4 1/ EXT 1/ EXT +45 S, -58.9; +45.5, -58.9 1$ S1 2-8 . R;' . t1 8-0 a ..el -y 1B r'I e 8 16'-0" - .A, ..,,e ,a"e,., 4 l E 411t�L 12fi3.1S, CAST CRETE LINTEL 12F6-1B , B as°d 96vv,N" a., ;- a f (RAN l+SS "�i Tf7R P s wx °'Nxe a wr,a S. SWING, SOLID PANEL D6 2/ EXT +45.5, -48.5 2-6 8-0 WEEK TF CAST CRETE LINTEL 8RF22-1B/1T 'viR$pfi.,_.:ed a'1r aka f kN 1 EREUAIUi�AaT Lit S. SWING, 1 LITE GLASS PANEL p7 2l)iT.• 2.6 ,8.0 CASri CRETEIiNLRi#t22,.°t±k ,eaT+StI)iG,1irE°C9IASS°1?kl SEE DETAIL ON A-4 De8 2/ EEXX�T- +45.5,-5{8y.�9y PLAN 8-0 3 PANEL GLASS SLIDER MITERED D10 3/ EXT +45.5, -48.5 2-6 8-0 77 CRETE UNT&L J3,Cr :' LIN CAST CRETE TEL 8RF22-1B/1T 4 l SEI'CLASsSLii}Ek#.,.F x : a s"- r1 S. SWING, 1 LITE GLASS PANEL N:. A eT'CASI: CRETE LINT€L8RF2„:31TS.pSW11�tCTyli,LlaGAS1'ANE'L„ SEE GEN NOTE26 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS WINDOW/ LINTEL SCHEDULE :vV V I. .CAI y"Y/./ D1.3 ': , 1D 6: V 4fiD4s _�Etk.fE td1N1'EL'8H8t�08 Gil hG " Y W1 1/EXT +47.7,-513 3-0 5-8 14-8 CAST CRETE LINTEL8F24-1B/1T PICTURE I/EXT +47.7 51.3 3-0 48 . 8-0 eA RE4S... . . .. ,„W2 :. NL, T,LT a. W3 1/EXT +47.7,-63.4 3-0 4-8 8-0 CAST CRETE LINTEL 8F24-18/1T CASEMENT W5 2/EXT +47.7,-63.4 3-0 4-8 8-0 CAST CRETE LINTEL8F24-1B/1T CASEMENT W 2/EXT +477 - .4 : 4- 8 ,,.,. AS. T £ tNT 8 24 T 4....E F .. 6 .. �tT W7 2 EXT / +47.7 -63.4 3 0 4-8 - 8 0 ICAST CRETE LINTEL 8F24 1B/1T CASEMENT W8 2/EXT +47.7, 51.3 3 0 4 8 "-"ksase;�' 8#, , , CA t41�iYBLf4 °1 B/1, , , EtyiT W9 2/EXT +47.7, -51.3 2 0 2-0 8-0 CAST CRETE LINTEL 81`24-113/1T PICTURE ALL . a W11 2/EXT +47.7, -51.3 3-0 4-8 8-0 CAST CRETE LINTEL 8F24-16/1T CASEMENT 4 a � s ^3 ''12 y� e ,, Ned,,. W13 2/EXT +47.7,-51.3 3-0 2-0 8-0 CAST CRETE LINTEL8F24-1B/1T PICTURE W14 ^2WIM0, F P777 T`y CAS"ICRITEiINEL8F4aT1I.t. LIENfi .e fad „edi'ya,e W15 2/EXT +47,7,-51.3 3-0 2-0 8-0 CAST CRETE LINTEL8F24-1B/1T PICTURE e3 W17 2/EXT +47.7,-63.4 3-0 4-8 8-0 CASTCRETELINTELSF24-16/1T CASEMENT CAS3,4EtTC°LidgT82 f1k5Etil(1Tf W19 3/EXT +47.7,-63.4 3-0 4-8 8-0 CAST CRETE LINTEL8F24-1B/1T CASEMENT ° joAR�TE Ltl(Ti SFAJ S iT z�SEky(E1� , „ ° , W21 3/EXT +47.7,-51.3 3-0 4-8 8-0 CAST CRETE LINTEL8F24-1B/1T CASEMENT 22 3/E3Cf7F7 51,3 `g I1,.,,., 2 a 6 e0.,e- , e SFCIiETFLIIP°E8T2i 1B111 W23 3/EXT +45.5-48.5 3-0 10-8 8-0 CAST CRETE LINTEL8F24-1B/1T PICTURE ec W25 3/EXT +47.7,-51.3 3-0 4-8 8-0 CAST CRETE LINTEL8F24-1B/1T CASEMENT _7 z, f„ W27 3/EXT +47.7, -63.4 3 0 4-8 8-0 CAST CRETE LINTEL 8F24-113/1T CASEMENT W28 a xT , F47 1 1 S 'a.- 3 0 4 B-fY '; .. ". ?CAST' ' fT ^ i k` T i °' CsXSEtufBN' W29 3/EXT +47.7,-51.3 3-0 4-8 8-0 CAST CRETE LINTEL8F24-16/1T CASEMENT f � :�, �l6pi'Ee�r14�/1��,),6,.�! `tktflE.•''.�I W31 3/EXT +47.7,-51.3 3-0 2-0 8-0 CAST CRETE LINTEL 8F24-18/1T PICTURE vtE W33 3/EXT +47.7,-63.4 3-0 4-8 8-0 CAST CRETE LINTEL8F24-1B/1T CASEMENT SEE GEN NOTE 26 FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4- WOOD BUTS A Co E w+ I'_ h a 0 U , v :. U a) U) C C w 03 CL t at 1 O C C• O v O) M a) in �ti 0M� a.rn 2cn = a)(1)y + Y o LL U r to ILL 0 F U w 0 a U U a Ln H 0 0 w 0 J z a ❑ 0 w w CA K 3 M Z J a U U w a m z W z a..: L (� J m z w O - �' � N w J Z C LL 0 LU ® -Of Of U w Cl) W Z Of ® w w x W C) D 5 � Z 0 G � W Z C � U Z Of2 z L w Z cu a� z a iMJ z a W z cD w ❑ ui ❑ O H E E E LU W C 9 0 U a a LU F a rn N title/schedules 4/25/19 SHEET co. OIS P. AR97108 rh RARM nF STRUCTURAL DESIGN: SOIL BEARING: as per soil report WIND: 163mph (ultimate), risk category 2, exposure D, wind borne debri region, 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(slope<4:12), 15 PSF(slope2:4:12) _ ROOF DEAD LOAD 7 PSF TC (shingles, metal, modified bitumen) 15 PSF TC (concrete tile) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS 25 PSF SUPERIMPOSED FLOOR LIVE LOADS SEE BELOW FLOOR LIVE LOA 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 WIND PRESSURES COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2) ZONE EFFECTIVE WIND AREA (SF) 163 1 10.0 27.4 -43.0 1 20.0 1 25.0 -41.3 1 50.0 1 21.9 -39.7 Roof > 7 1 100.0 1 19.3 -38.0 2 10.0 27.4 -75.5 2 20.0 25.0 -68.9 t o 27 72 50.0 21.9 -60.6 degrees 2 100.0 19.3 -55.1 3 10.0 27.4 -111.9 3 20.0 25.0 -103.6 3 50.0 1 21.9 -94.8 3 100.0 1 19.3 -87.6 4 10.0 1 47.7 -51.3 4 20.0 1 45.5 -48.5 4 50.0 1 42.6 -46.3 Wall 4 100.0 40.5 -43.5 4 500.0 35.5 -38.0 5 10.0 47.7 -63.4 5 20.0 45.5 -58.9 5 50.0 42.6 -53.5 5 100.0 40.5 -48.5 5 1 500.0 1 35.5 -38.0 Garage 9'xT I 1 42.0 -47.5 Door 16'xT 40.2 -44.9 1.66 adjustment factor ,. O k L W 0, � r . WALLS: GABLE ROOFS 10'<0545' f Sk 1fW=XC8m 1dry*-W13a3... N9 1=4*d n911M 1 1 ' , U510 GABLE ROOFS 0-s 10"' Vtfl 10'40530°'. -4- HIP ROOFS 10" <0's 30" GENERAL NOTES- residential COO 1. CODE COMPLIANCE: 16. CONCRETE MASONRY:. 23. PE TRUSSES: ABBREVIATIONS: 1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the 16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING 23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING AB ANCHOR BOLT construction of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby MASONRY. TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing 16.2. MASONRY STRENGTH (fm DESIGN) UNO: FROM THE ENGINEER AND ARCHITECT. A/C AHU AIR CONDITIONER AIR HANDLING UNIT codes,. including but not limited to, the most current editions as adopted by the state of Florida, of the following: -BLOCK STRENGTH = 1900 23.2. FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING. 2017 FBC: RESIDENTIAL, ad - -MORTAR STRENGTH = 1800 23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FORADHERENCE WITH AT ACOUSTICAL TILE 2017 FBC: ENERGY CONSERVATION, 6th ed -GROUT STRENGTH = 2000 DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED. B.M. BENCH MARK 2014 NATIONAL ELECTRIC CODE 16.3. GROUT SHALL HAVE OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02AND ATTAINA 23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBSTANDARDS. BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL BM BEAMC ALL GENERAL NOTES USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE BC BOTTOM CHORD 2. 2 THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQ IREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY. BO. BY OWNER .1. CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT ,23.5.. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING BOTT. BP BOTTOM BOTTOM PLATE BY OR CONSULTANTS, WRITTEN INSTRUCTIONS B SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO- DOCUMENTS. Q - 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THATTHE CAPACITY OF THE TRUSS 2.2. THE FOLLOWING GENERAL &SPECIFIC NOTES SHALLAPPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS, AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON CJ CL CONTROL (CONSTRUCTION) JOINT CENTER LINE AND SUPPLIERS ENGAGED. IN EXECUTION OF WORK O 14 THESE PLANS. TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY CLG CEILING 2.3. GENERAL CONTRACTOR SHALL FURNISH ACOMPLETE SET OF DRAWINGS AND ADDENDUM'S TOALL. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS, UNLESS NOTED OTHERWISE, AND SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.. 'RAT CMU CONCRETE MASONRY UNIT SUBCONTRACTORS ON THE JOB AND COORDINATE TH IR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES 23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT PROVIDED, PROVIDE CONTINUOUS RUN' CO CONNECTOR DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BE =ORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO NOT MOVE DURING GROUTING. LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS rA BC. COL COLUMN SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENI-RAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. 23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONSAND DETAILS SHOWN ON THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED .GONG CONCRETE 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER CONT CONTINUOUS WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH. EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD CU CONDENSING UNIT OR COPPER IN ACCORDANCE WITH THE CHANGE. APPROVAL REVISION K. FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE 16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR CW COLD WATER CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI, CXN CONNECTION CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OFJAMBS FOR BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE. 3. ARCHITECT & CONTRACTOR RELATIONSHIP OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS D SIZE NAIL (PENNY) PENNY 3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED DR DRYER RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICED APPROVAL. THE MFR SHALL DESIGN DISP DF DISPOSAL DRINKING FOUNTAIN FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THATTHEYARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 8" TOLERANCE ALLOWED CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER:. ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE FOR WALL WINE SPACING. SEE DOWEL NOTE BELOW. 23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE DTL DW DETAIL DRIVEWAY ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S 16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT. INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR #6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR 'E' EXISTING OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS APPROVAL. E EACH MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO MIN BRG IS MET. DOORIWINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER. EJ EXPANSION JOINT DIFFERENTTHAN THE ARCHITECT. 16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT REQUIRED TO 24.. CONNECTORS/FASTENERS: EL BUILDING ELEVATION CONTROL CRACKING, 24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HOG OR ZMAX COATED IF UNEXPOSED TO 16.11. BONDME BEAMS/LINTELS- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION. ELECT ELECTRICAL 4. 41 WORKMANSHIP: ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR CORNERS, OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT 24.2. UPLIFT CONNECTORS MAYBE SUBSTITUTED WITH CONNECTORS WITH z THE DOCUMENTED UPLIFT EW EACH WAY RESPECTIVE TRADES. CHANGES IN BOND BEAM ELEVATION. VALUE IS 2 SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON EWC ELECTRIC WATER LER 16.12. ALTERNATE WINDOW SILL: 4"H MIN x 8"W CAST CONC W/ (1) # 5 EXTENDED 4" INTO FILLED JAMB CELLS. LOADBEARING WALLS THAT ARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO EWH ELECTRIC WATER HEATER S. COORDINATION: NOT SPLIT WOOD, USE. MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE EXP EXPOSED 5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES. 17. FOUNDATIONS: EITHER UNLESS SPECIFIED BY ARCHITECT. EXT EXTG EXTERIOR EXISTING 5.2. ADRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT 17.1. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRIS/VEGITATION. FILL TO BE CLEAN THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT 25. SITE/LANDSCAPING: F1 FOOTING #1 INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT, DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY 25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT). GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY& RECOMEND SITE PREP. DURING OPERATION. FA FD FASTENER FIELD (FLOOR) DRAIN 17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF 25.2. SLOPE GRADES. AWAYFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX. 6. ABBREVIATIONS: THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL FE FF FIRE EXTINGUISHER FINISH FLOOR 6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS. REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. 26. DOORS AND WINDOWS: '. FIN FINISH For #5: MINIMUM 30" LAP W/ 10" HOOK LINO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED 26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S 7. - CONDITIONS NOT DETAILED: I EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/CLEAN HOLE. SPECIFICATION/ PRODUCT APPROVAL.. ' FLR FP FLOOR FIRE PROTECTION 7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO 17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6- 26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2' MIN TAPCON OR BID CASE PERFORM THE WORK. EVERY CONNECTION, CORNER; FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO. HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/GONG W/ADHESIVE &RECESSED 3/16"x2" EPS EXPANDED POLYSTYRENE CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT SUGGESTION TO PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT CORNERS. MIN TAPCON OR 6D CASE HARD NAILS OR T NAILS @ 12"A" END. PT 2x BUCK: ATTACH TO MASONRY/CONC FTG FT FOOTING FOOT (OR FEET) DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVEA DETAILED SPECIFICATION FOR A CERTAIN PRODUCT, 17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER W/ADHESIVE & RECESSED 1/4"x31/4" MIN TAPCON @ 8"/4" END. CONTRACTOR MAY REQUEST SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVEA GENERIC STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO 26.3. MIN OVERHEAD DOOR BUCK: 2x6.@ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM "x GFI GROUND FAULT INDICATOR SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL MATCH LONGITUDINAL REBAR. ENDS. WEDGE ANCHOR TO BE 1/26" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W11/4" x 2.75° GSF GROSS SQUARE FEET BYARCHITECT. 17.5. SUGGESTION TO PROVIDE A4-INCH MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL TAPCONS STAG @ 24" OC. BELOW ALL INTERIOR SLABS -ON -GRADE 26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO CONSTRUCTION: GWH GAS. WATER HEATER 8. VERIFY SITE INFORMATION: 17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED. -ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC. R308.4) GWB GYPSUM WALL BOARD 8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED 17.7. SLAB FINISHES UNO: 26.5. .CONTRACTOR TO FIELD VERIFY OPENINGS. BEFORE ORDERING DOORS/WINDOWS. HB HOSE BIB CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK -MAIN BUILDING: STEEL TROWEL FINISH 26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS HDG HOT DIPPED GALVANIZED BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY '. -GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM PER FBC R 302.5.E HW HOT WATER THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN. -DRIVEWAY, DRIVEWAYAPRON, PORCHES/PATIOS: LIGHT BROOM AND ALL HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8'9FT. 26.7. 26.8. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS. GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC s 0.25 HWH HOT WATER HEATER 17.8.. 17.9. GARAGE, EXTERIOR CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM 9. PRIOR TO ANY EXCAVATION WORK: 9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT. 27. ELECTRICAL & LIGHTING NOTES IN INCH ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES, 17.10. RECESS SGD &GARAGE DOOR THRESHOLDS 3/4"-VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR. 27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND INT INTERIOR UTILITIES AND OWNER. CONTACT ALL AFFECTED UTILITY COMPANIES AND INFORM THEM -0F THE IMPENDING 17:11. COLUMNANALL AND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. E EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES. - ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY. JT JOINT 18. STRUCTURAL STEEL: 27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE. 18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE.. 27.3. PROVIDE AFICAS DETERMINED BY NEC 210.12 OR FBC R 3902. MAX MAXIMUM 10. DIMENSIONS: - 10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE,"ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS. DESIGN, FABRICATION. AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN 27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902. MFR MANUFACTURER ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35 27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.. MIN MINIMUM CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED KSI). 27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314. MW MICROWAVE DIMENSIONS. 18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE 27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315. SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE 27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT. NIC NOT IN CONTRACT 11. HEIGHT ELEVATIONS: REQUIREMENTS OF "THE: STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN NTS NOT TO SCALE 11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-O" (BUILDING ELEVATIONS MAY WELDING SOCIETY. 28. PLUMBING NSF NET SQUARE FEET BE NOTED AS "BLDG EL. OR "EL. OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE 18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT. 28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION MATERIAL AND SIZE OF PIPES DRAINS, AND VENTS SHALL _" _" ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE 18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS AND HARDENED BE DETERMINED BY LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS L-1 LINTEL #1 ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO PROVIDED PLUMBING CONTRACTOR TO VERIFY. LF LINEAL FOOT REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR "+X.X"'. CONSULTARCHITECT THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN 28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC OC ON CENTER FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING. INSTITUTE OF STEEL CONSTRUCTION. CONTRACTOR AND ADHERE TO 64E-6, F.A.C. OAS OR APPROVED SIMILAR 18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD). 28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING. 12. AMBIGUITY:. -. 18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT. PL PROPERTY LINE OR PLATE 12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT 18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM. 29. ROOF PENETRATIONS: PLY PLYWOOD SHALL INTERPRET THE CONSTRUCTION DOCUMENTS: 29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER PT PRESSURE TREATED 12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN 19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:. DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT PVC POLYVINYL CHLORIDE CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT. 19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM, USE 20 GA STUDS MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE WHERE HEAVY LOADS ARE HUNG FROM SUCH AS. TV's OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25 ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS. 13. FLORIDA PRODUCT APPROVALS / SUBMITTALS / SHOP DRAWINGS: GA 30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS: R RIA RADIUS RETURN AIR 13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY 30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LASORATORIEC DESIGN NUMBERED SYSTEMS FOR RCB REINFORCED CONCRETE BEAM OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TOA DIFFERENT PRODUCT THAT MEETS THE 20. 20.1. HVAC: PLANS ARE SCHEMATIC.. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECTS DOCUMENTS MAY OR MAY NOT RCC REINFORCED CONCRETE COLUMN SAME OR HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A GRILLES ETC, SHALL BE DETERMINED BY HVAC LICENSED CONTRACTOR AND APPROVED BY THE INDICATE CERTAIN SYSTEMS. CONTRACTOR TO. FURNISH UL NUMBERS IF APPLICABLE. RD ROOF DRAIN DISCREPANCY BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY. REF REINF REFRIGERATOR REINFORCING '- VERIFY W/ARCHITECT. 20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR 31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: 13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE 31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX: ,. REQ REQUIRED CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING MANUFACTURER'S SPECIFICATIONS.. 31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10 RIW RIGHT-OF-WAY DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF 31.3. INSULATION FLAME SPREAD 25 , INSULATION SMOKE DEVELOPED.450 RTU ROOF TOP UNIT CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION 21. WOOD FRAMING o 31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450 S. SIMPSON MFR DOCUMENTS. 2 1.1. ALL STRUCTURAL LOAD;BEARING LUMBER SHALL BE S.Y.P OR DOUGLASS FIR GRADE#2 KID 19 /d Fb FOR ( ) LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST 32. IM GEOGRAPHIC DESIGN CRITERIA: CLIMATIC & GEOG SBS STYRENE BUTADIENE STYRENE 14. GENERAL STRUCTURAL I NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 46 AND SHALL CONFORM TO PRODUCTS ASSOCIATION NA O ), 32.E WEATHERING NEGLIGIBLE, TERMITE AREA: VERY HEAVY , SEL SITE ELEVATION 14.1. ONCE SIGNED & SEALED BYARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION THE NATIONAL GRADING. RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND SF SQUARE FOOT DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED. THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOR 33. MISC: SK SINK 14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. WALLS) TO BE #2 S.P.F. OR BETTER. 33.1. ROOF SYSTEM &.FLASHING AS PER MFR INSTRUCTIONS. BOG SS SLAB ON GRADE STAINLESS STEEL PROVIDE APPROPRIATE SUPERVISION THROUGHOUT'..THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL 21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL 33.2. GUARDRAILS AS PER FBC R312 ' STAG STAGGERED. ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO 0.80 33.3. STAIRWAYAS PER FBC R311.7. RESPONSIBILITY OF THE -CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE CCA. 33.4. MEP SYSTEMS T+ BFE, AS PER FBC R322.1.6. TBD TO BE DETERMINED NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING 21.3. SPLICING FOR MULTI -PLY HEADERS/BEAMS/COLUMNS: 33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1, AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL -2x4- 10d COMMON NAIL @ 6" OC EACH LAYER STAGGERED. USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAP66N. TC TOP CHORD SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING -2x6- 2ROWS 1Od COMMON NAIL @ 12" OC EACH LAYER. 33.6. CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL. THE TO MATCH. EXISTING AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION -2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO. TOB TOP OF BEAM PHASE LOADS. -2x1 O- 4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11. TOB TOP OF COLUMN 14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND STARTOF -202- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER. 33.9. PROVIDE DRAFT STOPPING IN THE FORM OF Y2" PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER TOS TOP OF SLAB. CONSTRUCTION. THE CONTRACTOR SHALL PROTEC AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS. -LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED THAN 1,000SF AS PER FBC R302.12. TP TPO TOP PLATE THERMO PLASTIC OLEFIN 14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY. FINISHES SUCH AS TILE 21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS, TYP TYPICAL ROOFS OR STONE ON RAISED FLOORS. ETC.: 34. FINISHES: -FABRICATOR TO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE AND 34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS. 15. CAST -IN -PLACE CONCRETE SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER) USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONEDMABITABLE AREA ABOVE. GARAGE UG UNO UNDER GROUND UNLESS NOTED OTHERWISE 15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED W WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE -SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING MODE SEPARATION WALL TO.HAVE A MINIMUM OF ONE 1/2" LAYER OF GWB ON THE GARAGE SIDE OF WALLAS OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.) PER FBC R302.6. SEE DOOR GEN NOTE 26.6. - VB VAPOR BARRIER CONCRETE PROPORTIONING PLACING FINISHING 15.2. CONC %/�j 'NO CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA 21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND 34.2. EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063AIA. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8" VTR VENT THRU ROOF - MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN 24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2.400 PSI, Fv = 190 PSI, STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GANAILS W/ 3/8" HEAD @ 6" OC STRENGTH: Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO THE W/ 1-3/4" EMBED INTO WOOD. WA WASHER MACHINE SLABS AND BEAMS TO BE 4000 PSI CON,�RETE MIN UNO LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS SHALL 34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1�x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EARAFTER/JOIST/BC. yyp WATER PROOF -OVERHEAD -COLUMN AND WALL CONCRETE TO BE 4000 PSI CONCRETE MIN UNO BEAR AN. APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS CAMBERAND TO CHANGE ORIENTATION. USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL. WD WOOD -FOOTINGS TO BE 4000 PSI CONCRETE MIN LINO TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE MANUFACTURED WITH WD WELDED WIRE FABRICMESH -SLAB-ON-GRADE TO BE 3000 PSI CONCRETE MIN LINO INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH CROWN OR CAMBER UP. - -AUGERGAST PILE TO BE 5000 PSI CONCRETE MIN LINO IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE HEADER SHALL MAINTAIN 15.3. CONCRETE, WHEN PLACED, SHALL HAVEA SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE FRAMING ABOVE HEADER IS BUILT - ON -GRADE WHICH SHALL HAVEA MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH. WITH MINIMUM CAMBER STATEDABOVE 15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10, - 21.6. LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S 15.5. ALL REINFORCING SHALL CONFORM TOASTM 615. FOR GRADE 60 STEEL; WELDED WIRE MESH TOASTM A-185.. INSTRUCTIONS. ARRANGEMENT AND BENDING OF REINFORCING ST EL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF 21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF WALL W/ .25" x 3.25" TAPCON @ 16' OC.. BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF 21.6. ALL WOOD NAILING AS PER FBC R 602.3 UNO. NOT NOTED VERIFY W/ ARCHITECT � 15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTiIJRER'S ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED 22. PLYWOOD SHEATHING PRIOR TO PLACING CONCRETE. 22A. ALL PLYWOOD SHALL BE C-D OR C-CSHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR 15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS. r TO RIM START INITIAL RING AS SOON AS FREE WATER H S DISAPPEARED FROM THE CONCRETE SURFACE AFTER 22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND PLACING AND FINISHING. KEEP CONTINUOUSLY MOI T FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301 JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY 22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND Sd RINGSHANK GALV NAILS. SPACE MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF. - NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS. I , 15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL; BUT IN NO CASE SHALL THE COVER BE LESS 22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE - THAN THAT WITHIN 4' OF EAVES/RIDGES/GABLES. -CONCRETE AGAINST AIND PERMANENTLY EXPOSED - OSED TO EARTH; 3" 22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS &GLUE OR 8d RINGSHANK GALV NAILS &GLUE. -CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2" SPACE FASTENERS 6" FIELD, 6" EDGE. 15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL 22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE. I DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES. BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTIp� SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260 SQUARE FEET. POST -TENSIONED CONCRETE SLABp 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) - 1&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% F YASH 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 - - EMBEDMENT, E BOND BEAM: MIN LAP SPICES, EMBED AND HOOK LENGTHS AS PER ACI 318 O D R FBC UNO. -TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING - - 15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTf IER THAN THOSE SHOWN ON. THE. STRUCTURAL DRAWINGS I. SHALL BE MADE iN CONCRETE MEMBERS WITHOUT RCHITECT's APPROVAL - V ti r- p E 0 U ` r 0) « = EO U VTl 4) C - . CL L+= 0-d•CD= to t + , CD C -Q O)m aQ� C ��ll Coco - N i 0 m <� M N C 2) N -i�2<`�0r d 0) = + r 2 0 a C co J 0 r U C J co LL 0 '_ C () U w 2 a U w 0 W x r 0 0 W 9 1 w J 0 w M 0 W � W 0) U Nt W 3 co ❑ _1 - LL l3 w a u, z 0 W z N _ D z z U ® N w ❑ ZI-- /) L LL W U U) rc ® ft-e w o a _ �'^^ H V! y MW W U) :3 d z (Vl W S T J-. w w x W U �' CO �j � 3: z ❑ III G w U) C U_ ❑ z z 0P z L w M z 9 CC o C) < W 5 M a z LW f 0 0 9 < @ F- Z W 2 2 O U FL 0 0 general notes 4/25/19 SHEET A-Z rw�.�"M_,�__� �11tIr /< i 08 L ,1 SLAB PLAN NOTES: -SEE FLOOR PLAN FOR DIMENSIONS SLAB PLAN KEYNOTES: 1. v F1 4" SOG F1 TOS: -0._4" y „ ' HGAMIOKTA @ 24" OC AT BLOCKING OR TRUSS BC. TO CONC W/ (4) 1/4" x 2.75" TAPCON, TO BC W/ (4) 1Od x 1.5". ,. 2x4 BLKG @.24" OC W/ S. LUS 24 EA END 'I GRIND CONC IF BRG PRESSURE < TRUSS BC `q TRUSS BC ,.• 4" SOG 6-2114' TOS: 0. 0.. SWR RECESS �? I TRUSS PARALLEL wl WALL TOS: -0'-4.. I y s III r REBAR DOWEL W/ 6" EPDXY EMBED IN I I GROUTED CORE TO MATCH VERT REINF i ' ,' 11 X F1 4" SOG ' <' TOS:-0'-4., w" K .. {• . 8" OR 12" CMU WALL W/ #5 VIER @ 48" #5 BOND BEAMP GAP C BELOW VSLAB, WAIT K 24 HRS TO PACK W/ MORTAR. 1. INTERIOR NONBRG WALLS TO BE CONSTRUCTED AFTER THE PRECAST HOLLOW CORE PrNKS AND TOPPING HAVE BEEN PLACED {� ) ELEV RECESS ! TOS:.O._y„ k s NON BRG CMU WALL DETAIL r SCALE: 3/4"= V-0" • r I x 4" SOG d TOS: 0._0.. n= SLOPE AS PER ELEV yt F2 ROOF/ UNDERLAYMENT/ SHEATHING ASPER GENERAL SPECS - METAL DRIP EDGE TBD BY ROOFING CONTRATOR 2x6 LEDGER W/ 5/16"x2.75" TAPCON @ - _ 6" OC STAG. TRUSS TO TOP LEDGER PE TRUSS AS PER FRAMING PLANS- "' TRUSS TO BOTT LEDGER INSULATION AS PER GENERAL SPECS " 4" SOG < W/ S. LUS26 A TOS: -0'-4 v SEE FRAMING PLANS OR CONNECTOR SCHEDULE a S°®�• ?¢"Va sa ig a ll �4�9'e', i1 i x � 5w �,§ Y 1 SEE BRG LEGEND I. X; " METAL DRIP OVER PT WOOD DRIP OVER I. CLG AS PER GENERAL SPECS &FLOOR PLAN \ 2x8 CEDAR FASCIA TO TRUSS ENDS W/ J - (2) #16d NAIL, 5.5" TRUSS HEEL F1 <" METAL DRIP OVER PT WOOD EXTERIOR SOFFIT AS PER GENERAL SPECS MASONRY BOND BEAM & ' DRIP OVER 2x8 CEDAR FASCIA REF AS PER GENERAL 4," SOG TO TRUSS ENDS W/ (2) 916d DECO RAFTER TAILAS PER ELEVS @ APROX 36" OC. SPECS NAIL, 5.5" TRUSS HEEL : ATTACH TO EA 2x4 BLKG W/ (1) SCREW W/ 1.5" EMBED Y I >. W/ PAVERVENEER k TOS: -0'-7" EXTERIOR SOFFIT AS PER GENERAL SPECS WALLAS PER GENERAL SPECS 4" SOGCo TYP EAVE DETAIL/ AWNING ROOF DETAIL TYP ROOF TO WALL DETAIL .. " SCALE. 1= 1,_0:: SCALE: 1/2„= 1.p:, 4 LL I ;. �,F, Co 4" FLOATING. SLAB AS PER _.: r',.x *: SLAB PLAN & GEN SPEC ;..3"COVER TOP/BOT •.'.>. •` �... S. '.;;.'.;�, SEE PILE PLAN", (1)#4CONT u °...'.. �, (1)#4CONT n �X o 4" SOG - -- I� !I' i'91 ' " W/ PAVERVENEER > „ 1 TOS: -2'-4" 2'-2° ros r , .' - •_ ya ,q ° ...,n:u 8 CMU SWW/#5.@6OC 8 CMU SWW/#5@6OC > -. 2"COVERSI DES18- 1 --- - p ._ ki GBASPERFOOTINGSCHED GRADE BEAM NON BRG. � e: .. ,. - "c I SPREAD FOOTING _ i b v I d - PILE PILE W/ 4" EMBED INTO GB > 9» I' ° °. °_ _.> .. O 1 # 5 CONT STAND HOOK DOWEL TO MATCH PILE STEEL FRANGIBLE: SLAB & STEMWALL FRANGIBLE: SLAB, STEMWALL, FOOTING, GRADE BEAM/ PILE PLAN T SLAB PLAN TYP GRADE BEAM DETAIL TYP F1 DETAIL TYP F2 DETAIL .. SCALE: 1/4"= 1'-0" SCALE: 1/4"= 1'-0"'' SCALE. 3/4"= V-0" SCALE: 3/4"= V-0" SCALE: 3/4"= 1'-0" v r r- 0 E 0 d F L r S E U a) (n E .2 C — G N O Q y a rn Q 7 + NC0��7 CN m 0 N� M a) m C ._ £ N Z.qm a) + CN �C 0 O r (L6 LL IL V C.i U U K a U LL W N F 0 LL 0 0 0 d .s.F V w U A M 3: J z LL. w a w z 0 LU 7 z c m z O T w Z ;_ o W U O 0 W a (1)F— v w w W U +r z O = w w w x LU U(13 Z w w ^� 111 Iz� c: V V / O N z L w Z c a ❑ z a M� W z w ❑ w ❑ �a F— Z w O O w a 0 foundation plan 4/25/19 SHEET A-3 1/2" MIN PLY EA SIDE W/ 8D NAIL @ 6" TO EDGES & STIFFENER 2x4 BLOCKING 2x4 MIN STIFFENER TO BUCK W/ (2) 3" SCREWS 2x4 MIN BUCK W/ .25"x 2.75" TAPCONS @ 16" OC STAG/ 4" ENDS DETAIL IS ONLY FOR ARCH NOT SUPPORTING WINDOW OR DOOR. ARCH TOP OPENING DETAIL SCALE: 1/2"= V-0" TRUSS BC 112" PLY 2x FRAMING TO EA TRUSS OR BLOCKING @ 24" OC W/ (2) 3" SCREW. ATTACH 2x TO LINTEL W/ 2,75" TAPCON @ 24" OC. IF > 2', USE VERT STUDS & STRAP TP TO TRUSS BC W/ SIMPSON H2.5 COLUMN EXT COVERED OPTIONAL REAM RUILn OUT TO MATCH COLUMN SCALE: 1"= T-0" PLATE TO HC W/ (4) 1/2" x 5" EMBED FILL CORE W GROUT. a, 5 2' 11 ..r CLG i. BRACE. 1/4x3x3 AN W/ CONT 114" FILET 2x10 STEEL STUD AS j. VIEW, W/ 3/8" PLATES (2) 2x12 TO PLATE W y 4'OC II II II II II ��� I BRACE I u STUCCO OVER WRB OVER 5/8" COX OVER 2x4 @ 16" OC INFILL WALL. TP TO SLAB W/ 1/4" x 1.25" EMBED @ 16" OC. GLE, WELD TO STEEL STUD ,(2) 2"x5/16" TAPCON STEEL STUDS @ ENDS TO CMU W/ (2) 1/2" x 5" EMBED PER PLAN D8 HEADER DETAIL- PLAN @ ENDS SCALE: 3/4"= 1'-0" ..�— / (4) 3/8" CARRIAGE BOLT D8 HEADER DETAIL- SECTION SCALE: 3/4"= V-0" 1 F Y X. r ! u_ r E E o CL +3 c1 .r O N U Q` '3 + C.0 U) C N V m Co a)0 o y �`-N a) `= N N + 1 0 c J o U Co Cl) C J Co LL LL U Ix 0 F U W O W a U LL U W a rn m x F K O LL ❑ W a 0 J W W Z❑ Q ❑ W J O W 0 U 3 M J L U W a z ❑ W Z C (u m 0 r ' O :%� ❑ a V Z U C LL LL W Q N o Q w LL a W zT O d� W W W U 5 `/\ 0 Lu U ❑ / Z C: O� Z V! L E � cu z LW f w w ❑ vi J J Q F- Z cW cG G O U LU F Q O filled cell plan 4/25/19 SHEET A-4 r NG1S P. uee��.91 41q AR97108 LEVEL 1 FILLED CELL PLAN LEVEL 2 FILLED CELL PLAN LEVEL 3 FILLED CELL, PLAN SCALE: 3/16"= T-0" SCALE: 3/16"= V-0" SCALE: 3/16"= 1'-0" #4 x 24" HOOK BAR @ 48" OC MAX IN #4 x 24" HOOK BAR @ 48" OC MAX IN GROUTED CORE, MIN ONE BAR PER ( CMU WALL CONC TOPPING. WHERE HOLLOW PLANK. WHERE HOLLOW CORE CORE SLABS BEAR ON EA SIDE USE SLABS BEAR ON EA SIDE USE #4 x #14 x 48" @48" OC MAX CENTERED 48" @ 48" OC MAX CENTERED OVER OVER WALL BELOW WALL BELOW HC HC 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 B11T I I 1 NOMINAL WIDTH QUANTITY OF #5 FIELD ADDED REBAR AT TOP OF NOMINAL HEIGHT COMPOSITE U-LINTEL FOR UPLIFT LOAD #S FIELD ADDED REBAR AT / TOP OF COMPOSITE •I y; v., INTO LONG BEAM U- LINTEL MIN. REp'D " INTO CONC BEAM-1/2' CLEAR BOND BEAM AS PER 9I BOND BEAM AS PER BEAM SCHEDULE ' I BEAM SCHEDULEFIELD PLACED c.M.u. J 00 •1'n, { GROUT � 2 -96FIELD ADDED REBARTELCAT BOTTOM OF U-LINTEL CAVITY END BEARING SIDE BEARING BOTTOM REINFORCING 7.6/8�ACTUAL TYP HOLLOW CORE SLAB BEARING DETAILS CMU WALL FIE AS PER Sf.=N ° !' (1)#4CONT - f �':' (1)#4CONT. WHERE WALL DOES NOT >- I �WHERE WALL DOES NOT - ' BRG AS PER HC MFR Y : , CONTINUE PROVIDE #4 HOOK BRIG AS PER HC MFR p ) CONTINUE: PROVIDE #4 HOOK 7*7 BARS 48" OC EPDXY EMBED 6' BARS @ 48" OC EPDXY EMBED 6" i B2.2a B2.1d B3.1d -PROVIDED IN U-LINTEL 8" NOMINAL WIDTH )SEE REINFORCING SCHEDULE) C3.3 B3.1c C3.2 B3.1b C3.1 LEVEL 3 FLOOR FRAMING PLAN GREY WALLS -LOAD BEARING BELOW SCALE: 3/16"= V-0" LINTEL AS PER WINDOW/DOOR " .� SCHEDULE 7 L DOOR&WINDOW BUCKAS PER GEN NOTE 262 FLASHING AND SEALING AS. PER GEN NOTE 26.7. WINDOW FRAME W/ FLANGE, ATTACH TO MASONRY/CONC AS PER MFR SPECS HiWind MASONRY SILL BYCASTCRETE EXT INT TYP OPENING BUCK DETAIL SCALE: 1"= V-0" ro a B2.2a B2.1d B3.1d -PROVIDED IN U-LINTEL 8" NOMINAL WIDTH )SEE REINFORCING SCHEDULE) C3.3 B3.1c C3.2 B3.1b C3.1 LEVEL 3 FLOOR FRAMING PLAN GREY WALLS -LOAD BEARING BELOW SCALE: 3/16"= V-0" LINTEL AS PER WINDOW/DOOR " .� SCHEDULE 7 L DOOR&WINDOW BUCKAS PER GEN NOTE 262 FLASHING AND SEALING AS. PER GEN NOTE 26.7. WINDOW FRAME W/ FLANGE, ATTACH TO MASONRY/CONC AS PER MFR SPECS HiWind MASONRY SILL BYCASTCRETE EXT INT TYP OPENING BUCK DETAIL SCALE: 1"= V-0" ro a 12" BEAM —� 1 #5VEKT #3 TIE & 8" (DC J: C2.7 DETAIL SCALE: 1"= T-O" B3.1d FRAMING PLAN NOTES: 1. REFERENCE DIMENSIONS ON FLOOR PLAN. 2. REFERENCE PE TRUSS LAYOUT BY MFR. 3. REFERENCE PE HC LAYOUT BY MFR.. 4. HC= HOLLOWCORE SLAB FRAMING PLAN KEYNOTES: 1. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 W WM OVER 8" PE HC PLANK BY MFR. 2. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 W WM OVER 6" PE HC PLANK BY MFR. SLOPE .25"/FT TO EDGE. 3. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10/10 W WM OVER 6" PE HC PLANK BY MFR. 4. CHASE DUCT THRU HC FLOOR INTO CLG CAVITY BELOW. SEE FLOOR PLAN KEYNOTE #5. 5. NON BRG CMU WALL- SEE DETAIL 6. TYP 4" FLOOR PENETRATION 7. 2" RECESS IN TOPPING FOR SHOWER dfsf Hatch Leg nd R P` p E O U Q y�j y O (D U) C ` U CL Q + 0.00 V C c7 r m 0 0 M N m E N .5 N Y D U)+ 0 U' cl cLC LL LL a laf F w O a U LL w a m K 0 0 a 0 w 2 O w J O > W VJ Q w 3 o J L U W a m z 0 W z m � U In J W - W O Ix w V w WP /l -1--aw a 2w w N W CU cm N Z w w W U O L Z 0 '2 Z L w cwwD 1 a o 0/�/'� a z a z 2 w 0 C6 0 J J ¢ F y C E W O O N 9 0 a W Q I' N N framing plan 4/25/19 SHEET A-5 ® LOAD BEARING AT 1 '-I LOAD BEARING AT 3 '-�.---7 B1.1 ROOF FRAMING PLAN GREY WALLS -LOAD BEARING BELOW SCALE: 3/16"= V-0" IU r ro.�01S'. P. L/Fed •.y 1 AR97108 #4 x 24" HOOK BAR @ 48" OC MAX IN GROUTED CORE, MIN ONE BAR PER PLANK. WHERE HOLLOW CORE _ SLABS BEAR ON EA SIDE USE #4 x 48" @ 48" OC MAX CENTERED OVER WALL BELOW HC ERG AS PER HC MFR - BOND BEAM AS PER y BEAM SCHEDULE 94 x 24" HOOK BAR @ 48" OC MAX IN �--CMU WALL CONC TOPPING. WHERE HOLLOW CORE SLABS BEAR ON EA SIDE USE - #4 x 48" @ 48" OC MAX CENTERED OVER WALL BELOW HC _-T FF AS PER SEQIlO.N : , o. i - v . —(1)#4CONT f' i e' �/ f' f, WHERE WALL DOES NOT CONTINUE PROVIDE #4 HOOK BARS @ 48" OC, EPDXY EMBED 6" INTO CONC BEAM END BEARING TYP HOLLOW CORE SLAB BEARING DETAILS SCALE: 3/4"= 1 0" V � r m GROUT 2 #5 FIELD ADDED REBARAT BOTTOM OF U.LINTEL CAVITY SIDE BEARING BOTTOM REINFORCING - 75/B"ACTUAL PROVIDED IN U-LINTEL ' S" NOMINAL WIDTH ' (SEE REINFORCING SCHEDULE) CMU'.; WALL '.: CAST-CRETE LINTEL DIAGRAM � II ----F = FILLED WITH GROUT / U = UNFILLED QUANTITY OF #5 FIELD ADDED REBAR AT rl III BOTTOM OFITY F U-LINTEL CAVITY FOR AD —+FF aPERsEGTIOR 8F16-1B/1T (1) # 4 CONT 1 aal NOMINAL WIDTH �-QUANTITY OF #S FIELD ADDED REBAR AT TOP OF NOMINAL HEIGHT COMPOSITE U-LINTEL FOR UPLIFT WHERE WALL DOES NOT ERG AS PER HC MFR a CONTINUE PROVIDE #4 HOOK #STOP OF FIELD DCOMPOSITE ADDED REBAR AT a al > BARS @48"OC, EPDXY EMBED 6" U-LINTEL MIN. (7)REQ'D INTO CONIC BEAM 1.112" CLEAR BOND BEAM AS PER �a _ BEAM SCHEDULE " a a _ FIELD PLACED C.M.U. 1. B1.3c C1.5. LEVEL 2 FLOOR FRAMING PLAN GREY WALLS -LOAD BEARING BELOW __ T SCALE: 3/16"= V-0" " 12" BEAM _ LINTELAS PER WINDOW/DOOR SCHEDULE i DOOR 8 WINDOW BUCKAS PER GEN NOTE 26.2 ' FLASHING AND SEALING AS PER GEN NOTE 26.7 WINDOW FRAME W/FLANGE, #5 VERT ATTACH TO MASONRY/GONG AS #3 TIE & 8" OC `� PER MFR SPECS L--- -t HIWind MASONRY SILL BY CASTCRETE EXT INT C2.7 DETAIL TYP OPENING BUCK DETAIL SCALE: 1"= V-0" SCALE: V= V-0 a, FRAMING PLAN NOTES: ' 1. REFERENCE DIMENSIONS ON FLOOR PLAN. 2. REFERENCE PE TRUSS LAYOUT BY MFR. 3. REFERENCE PE HC LAYOUT BY MFR. f"1 4. HC= HOLLOWCORE SLAB ` FRAMING PLAN KEYNOTES: 10 1. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10110 WWM OVER 8" PE HC PLANK BY MFR. ' 2. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6-10/10 WWM OVER 6" PE HC PLANK BY MFR. SLOPE .25"/FT TO EDGE. 3. 2" STRUCTURAL CONC TOPPING (4000 PSI) W/ 6x6 -10110 WWM OVER 6" PE HC PLANK BY MFR. 4. CHASE DUCT THRU HC FLOOR INTO CLG CAVITY BELOW. SEE FLOOR PLAN KEYNOTE #5. 5. NON ERG CMU WALL- SEE DETAIL 6. TYP 4" FLOOR PENETRATION 7. 2" RECESS IN TOPPING FOR SHOWER B1.1 NOT DNS PERMIT ON TH V I p L.. 0 U d !Z u U 0 cn C .2 C 0- O C:) U) coC a CL 00 s 7 + � 7 C ` <D t- V m aI cq d Ch 0) m C°E�xN� a1 =c + 1 0 ® C J o U M M J co LL LL U fJ U w 0 a U LL U a N N x 0 w a O 0 a w J F> W ❑ `// >� M L U w a 2 o w zm c: z U O w w J Z I_ U C LL W c: a _ V / w w Lu co 4U ¢ z o 2 w w x Lla C) S2 Z o i/) W c' U z O Z L w w U' ^^'' � 9 c 0 Z 5 /y� W a 2 I— S2 w 0 vi JJ Q r Z cW cG C O U w Q O framing plan 4/25/19 SHEET A-5 1°( y �r FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH OCEAN^ OCEAN 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE 28' FLOOR PLAN KEYNOTES: OCEAN - 1. 20"x30" MIN ATTIC ACCESS 28' L 12'-37/10' 9 CI IRCTITI ITC 1M-nhAl I1N^II � i — — — — — — — — — — — — — —— — :— — — — — — — — — — — — — — — — I I I BALCONY 2 :. 1 I' 4 I M D8 I ^� s, M I I 1 I I I I I LIVING ; 1U. a I I i i 000 F z U F DW SK O0 0010 a a 00 ;0o I m � KITCHEN .... i i x '.5 7116' 2-8x8 0 , I I REF. wall AHU 1Fi-v�36Wx24D oven/mw . _ 4'-117/8' G o EL un ! I y N '4'-2 9/16" In 2 4 1 1 / SH... 5'-67/ 5'-31/8' " �. i CLST I 5'-2 3l4' Ip s COD f e a Ev /, 2-4x8-0 P. a1_ €O 2 6x8 0 CLST - m N �� " ' (O m ' I a i 1 - 6� d f E i ! i I N B.R.4 B.R.3 �i a ! I 1 � I o A\� I 6 , 5 -`t I BALCONY1 j v � T-1/2" 4' T-1/2' 4'-111/2" ti � E o U v c� - E CL me d i c-- o co) U 12 � s = O c>3 C 2 ymLo E-a - Q aQ + t Zo V C1� D-N 0 o'er N� Y0 C J O U M m C —1 N LL LL U Ix t? U w O a U a W a w O w O W O Q W J w I' �\ vi w a�a I d' W U W w M o L U w z o uJ z c m z O W w 0 LL 0 uj U U ® D W a a U W z 0 2 W W x fI1 W U co N z 0 W c U_ z Z z O� Z L w CO < Q o w 5 M W a N w Q� W J OO F w w 0 U w Q floor plan 4/25/19 SHEET A-6 4'-111/2' T-1/2" 4' 20' g' �-�-i- I I F FL E D IN D AR97108 PLAN- DIMENSIONED LEVEL 2 FLOOR PLAN- DIMENSIONED LEVEL 3 FLOOR PLAN -DIMENSION' C4 DE �� �� LEVEL 1 FLOOR ON THIS... RMIT c�SrFReoaR�`�� SCALE: 1/4"= 1'-0" SCALE. 1/4"= 1'-0" SCALE: 1/4"= T-0" OCEANA — 1 OCEANA OCEANA FLOOR PLAN NOTES: 1. INTERIOR DIMENSIONS ARE TO FINISH 2. EXTERIOR DIMENSIONS ARE TO STRUCTURE FLOOR PLAN KEYNOTES 1. 20"x30" MIN ATTIC ACCESS 2. SUBSTITUTE 12"CMU WALL 3. VERIFY FILLED CELLWI (2) #5 LOCATED WHERE ELEV TRACK TO BE MOUNTED 4. NON BRG CMU WALL- SEE DETAIL 5. 24"W @ 12"H CHASE FOR DUCT THRU WALLTOP, TOP OF CHASE TO BE FLUSH W/ BOTT OF HC SLAB V n r, E O U CL .c -- O N U O C •= CL O C O — /n n3 _rY.-O c � 2 Lo E 7 + c (A W 7 m c cN(V in -N c E Z 0 = N N y i y +;`1 0 c J o U m r c J N LL LL rY U �i w O a U LL U w a N lA S r 0 0 LL O W a 0 J W 0 0 W J W TT VJ U M � 3 L U W a z 9 W Z C (a s m ♦ 1 p v� W 0 Z U C LL W N a Q n/ L '^ Wit U w W Z O = W w N W U ccaa N z ` S O W — cn w r z z c: o�2 `w Z m� c z a p � Co z H0 w 0 0 J F- N C E Z W 8 L 9 O a W Q m N N 0 floor plan 4/25/19 SHEET A-6 LEVEL 1 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= 1'-0" LEVEL 2 FLOOR PLAN- DIMENSIONED SCALE: 1/4"= 1'-0" LEVEL 3 FLOOR PLAN- DIMENSIONED AL SCALE: 1/4"= V-0" AR97108 V ( ti p E o U CL U N u) y C = C— _ O CIJ p — Q (n — r « O C a �mLo E o 7 + CL W 7 C co 41 4 M co O cm�zN Z .0 d N Y 0 DC V Cl) CJ NLL LJL U U W I O a U U W a N N S F K O LL W a O J >W> W Z❑Z Q O W J O W ❑ �F W U C/�Y�) V/ M � 3 z -J a L U W ^ a z z o LLI z � z z c� r� O Enw ❑ i� Z C LL LL W �\ Vi ® —J W O w U � � € �< W z ® = w W S w U ca z W w� P/w� W C a U ❑ rP Z Z O� L w z Cu < a z z W z w of O_ J J a z Z W 0 U W F Q 0 section 4/25/19 SHHEET A-7 1 u I i 0" FF/ 6' NAVD 1 2,_4" 2'-4" APROX NEW GRADE -5' NAVD EXTG GRADE O F F(ORi c -3,-4„/ 4,-a„ NAVD TOP OF GRADE BEAM UNO `UDGD p1S P. LIF 9 NpT iNC ERMI1 N a� e� FP ON THIS A-31'-6"/ 21.5' NAVD BOT OF PILE AR971 os W-E BUILDING SECTION csrF/2ED ARc�<C SCALE: 3/16"= T-0" MATCH LINE (SEE FRAMING PLAN) r'— MATCH LINE (SEE FRAMING. PLAN) " TYP HC TIE DOWEL level 2 level 3 10 1/16' ' wl - - _'-' 7TTi77lf'Ti lam" a of; O i� LANDING SLAB 8" H W/ #5 @ 8" OC EW HC HC ^ . b� JF ^ _ 3" BRG B2.4 I IN 210 oi3T - _'�. _'I: BOTT STRINGER TO WOOD BEAM W/ TOP ST 'a hL A H' '�:. m B„a&e `aka a ,s% � g a'[Bs ' m "" . �eP;e *�� a ¢`i',� Er�lg"� bB(¢..§i S 3 alaB¢ al. � • �, B16 l ( 3) . DEL 2x12 STRINGERS. P STRINGER. DEL 11-7/8 x1.5 LVL.. #4 EA NOSING / .abe : a . w k° a", fin',?® aP B °,3,:eb,r,� sp a,..g ve a .eke I&': va ��'° �, e � ? : @ �°��,..� k � �.. � •��°mge.�.;��,L , ,.N�.. � p Mn . a � m a� #4@16„ OC TEMP. e ,q '°. °° ..¢°ma., , .`°`,..�°en� �,°m�wa .�"¢,°°•....m k�mm »i7.� -;i - I` ,�'., 6"MIN. 9"MAX - `'O GRADE BEAM ROOF PLAN L = In„ SCALE: 1/16„= 1 �_D„ -_ _ _. 82.4 YIII+ i P SCHEMATIC STAIR DIMENSIONS STAIR STRUCTURE DETAIL- CONCRETE STAIR STRUCTURE DETAIL- WOOD SCALE: 1/4"= T-D" SCALE: 3/4"= V-0" SCALE: 3/4"= V-0" NOTES: HOOK ALL BARS AT ENDS. SEE BEAM SCHEDULE(S) FOR ADDITIONAL INFORMATION. - - SEE REBAR DEVELOPMENT& LAP SPLICE SCHEDULES(S) FOR ADDITIONAL INFORMATION. - CLASS B LAP SPLICE IN MID i� TOP BARS 1/3 OF SPAN FOR TOP BARS r 71E/STIRRUP (TYP) ,,I A 4=4 L._._. _.... .......... ACI STANDARD HOOK (TYP.) i CLAS -3 LAP SUP O TFO __ L1 = CLEAR SPAN ... i - •- --........ ... ...... '. ..'l ys ". °mm° e4 m. ,°e°°, A ,e °P : g¢5gy,. a° °.°.n ,° is°me°me , ,.w :.�., m' ✓+. B �e^°4T°"�°rXP�' ..m,r, A. 18M TYP CONC. COLUM/BE':AM REINFORCEMENT MUM 4 1- Hatnoir•ait1 1/4' min. dPa, is el max, ] 1/2' from watt r� The rise 4nO run Of steps shalt be uniform In size and shape and the variation cannot exceed 3/8' in the total. run. Less than 4, 75" NANDRAIL THAT IS NPTCIRCULAR. MUST KW E A PEMMETER OF 4 IN. MIWB# IN. MAXWITHAMA%IMUM rr HANDRAL WPI'H CIA$ULAR CRO39M 01MENSKNI OF IDIN,MIN7YIN.M 2l, NHE CS DIAMETER-1ti21N.—, - �CIRCUIM HM10RAiL Fdr54 t kmh E 24.i eMl. 0.41 N. FlquM R110.7,8.3(11 TYPE 1 HANDRAIL NONCIRCULARHANDRAIL M PORTION Ul-AHCH WHICH IS FHANUICLt. - - MIN STAIRWAYREQUIREMENTS UNO V 1 I". E O 0) a. N 0 y C — Q C O CD %V $ ` Ncn Ln E � Zo ca) on+ N m Co E 04 N ~ Y d i In 0 r U N Ili LL U X C3 F U W O K a U 4 U w a rn N S F 0 0 ❑ 0 w w z a J d W M Z J L U a m z W z (� cm � z o U _ :n w ❑ Z C LL LL W U a a _ W U) �Q Z O = w W w rn W U CIO 0 w W CM _U ❑ Z V� Z O� //^^ V! Z 2 L 41 W z a Z 0 y z a m z 55 w lQ/1 W J J Q F c E E$ Z W O a LU m m Q in section 4125/19 SHEET A-7 OF 4 �Ur NCIS P. L/Fed '•.9 AR97108 f" - - - - _. — - --1 II 11' -- - - I II 11 1-- I II - 11 I I-------- 1 11 II I:..-.. III II 1- - I II II I 11 1 .I 11 V 1 11 19 V . A I 1 1 1- 11 I I I I 1 11 lMmia i STUCCO CLAD FOAM SHUTTERS .... ..... . ...... ...... ...... _..--- ...:. --------------- .... ...... ..... riiiiiiiiiiu;l jillillillplill! SOUTH ELEVATION EAST ELEVATION SCALE: 3/16 1 _0- SCALE: 3/16 V-0" ridfllll milam Ivv , ON THIS pERMI U p E O U >Z r U U C 0�0— Q to cZ -✓7 O C d c� -p r Q � + c.� �— (a Zo fb - 2! CV � m E`tN C L) 0 l� gm U) Y 0 U co ILL U- U 5 F U W O a U LL U W a U y K 0 LL W a 0 J W W ❑ Z Q O W J W TT VJ ❑ � VJ ww w M ❑ J Z Q ILL U W a z z W c S z U 0 w w ❑ Zo — o J LL Dp W IL W a U _U w W Z 1 _ I Iryi 0 = w W C) N C 0 �w L a U 0 Z / Z c O ~ Z L W ww9 z c a a z z a M� W z w w ❑ vi J J Q F_ Z W c� C" 0 U LU r- O elevs 4/25/19 SHEET A-8 ILL 1110111011001111 r.. E o ma o r- -a p UMLo rn t a a� 0) Zo 7 G m CNCh m C .O_E CV � •� d _ YCO O U c (6 LL U. U it IU F U W O a U LL V. a N m S F m O LL W a 0 J W W 2 Q W i J Q W TT VJ w Q VV! w 3 M ❑ J z L U W a z o W� z m U O e ui w ❑ J (� W U W V i w w +� T z ® 2 w w x y W U ca Z W — w Co z z o� Z U� 1` w Z c C) z a z LWL w 0 vi 0 O H c m E E Z W .J O W Q N N 9 elevs 4/25/19 SHEEET Asv 5: Nr,1s P. uFe ' . 9 �. AR97108 .h A Ise © i _. , E1. ::•, -----' --- "�'---.----- ---- --------------- ,. ---------------- h-'� E1�E1 '.. --- E1 E1 �-. E E1._E1 -D . E1'. LU rv^ m. ..... .... a,. 3P e� __ ... -------------------------------------------- LEVEL 1 ELECTRICAL PLAN LEVEL 2 ELECTRICAL PLAN LEVEL 3 ELECTRICAL PLANT SCALE: 1/4"= 1'-0" ! SCALE: 1/4"= 1'-0' SCALE 1/4"= 1'-0" r p 0 E O U U L Q .� E U N Nyc— c = 0 CIJ 0 f6 Q rn — L ¢` = 5 C CL m r /a�i� 04 � m E — cN Z ^� (D Y 0 U m (L LL LL L]< Ci U W O a U LL U W a w m i 0 LL ❑ W a O J W W ❑ 2 ¢ W J W T w V V� K W W z M ❑ Z J ¢ U W a z o LL! z m z O U w zo O LU U U w a _ don V d o w � u . f/1 Cf) ¢ p\® z O w w UJ U w Z w U) W V / U O �/ z Z O� Z L W QZQ �V Q O Z z LWL r S2 w ❑ i WNQ W O J J Z cw cC G O U w Q 0 0 elect plan 4/25/19 SHEET A-9 I OO os P. U,,q r E O U ` r o i O Q = ;oLoE� Q 7 + CL 0 �-@ m p N M N y £ N • - cn =� d y+�~�C 0 C J O U ra CI) J mLLL U. U U W O a U LL U W a y y x 0 LL W a 0 J W ❑ ❑ z Q W J O W ci W a M J z LL U W a W Z ❑ Z cLU 7 z z U O En W ❑ J Z C LL w D (n a V +-' w ' 1' / /'1 Vv) sr� pL0 G = w w ® e'1 sus U (� � x z o ❑ ® W 0) U z c? O� z L w ^' C7 co W z a M� W z w Vaal W J J Q F Z cW cG C U U W Q ❑ plumbing plan 4/25/19 SHEET A-10 LANDSCAPE PLAN NOTES: 1. REFER TO LIGHTING SCHEDULE .a t S , i G i , 1, ut ,• V iC t. 1„ v i it 1 „ ,, {,.. . t, t t t s 1 '. { t { ti i �`a, _, 4 t x i. i ,`i+` ! t •�.i t ,�-.. t r i t`` t t i i i i+•� i i t , i { i ,.t i i t + i i + + t + i t S t i 1 , S 4 +} , i + t S t l + 1 1 ! t t t y i t! t t t t t ! i t ,! ,t ! t y i + t t t t ,+ ! „ Y1 , t t t t+ it s , t + ti x t + t tit t, t t t , t , ! t t 1 it tt , tt, , } , tt, t t ,, tt ,l t, t 1 1t , l t? t !+ t t t, l 1 t t ,y I y, t t. tt ll t t t t i t+ 1} t tt t } + j{ j �j t tt� t +t t v +t t t4 t ,� t 1 tt t t =it t „t t4, t i+ t t `t, , ,. i t , ,. ! `t� t �{ t t l t t 1� t + t +i t t l t t t t t t t t i � i t t �` t { t t t t t t t t i t , • 1 � t t , !, i + ti !` } t ,} t +, t i t t t , i t t { t t ,t t t t t, t=, { t i t , = 1 y 1= y t t tt t t t ,t. i. 1 t t t tt � t i ,t� t15 }{,! t t t t t? i+ t t t i.++ +t it t ! t }{ i t + l i qq i ,! � 4 t t :A t t , 4. t , ? t 4 x + t 4} ek tt r t t t t t t t t t r � i � , t x +t i i+ ? t t i, tl+ t t t t t t t ,! ,� t t+, t, ,+ t t , i , t t, = t + t i a 1 l l l t+ •-� t t t tt� t t , �_ t , t , � i t t = xl + t , t l ! t t j � t+ t 4 t� t+ t � t} ti i t , S � t. t , + 1 4 , 1 t t + i + 1 + t i , t t + i � } t � t i t i t , 1 , t t. h t + 1 + t t , ? k 4+ + t t ! , t t t t t, + tt i+} j t t t t t t i t i, S t, t} t t 4 t 1 t t tt e i t t t t , t i t t +t t tt l t ,t,t tt t t t t t, � t ti t 1 `t t ? t t+ t t t 1 t ll 1 t, t t` t. t i t t. ,,, ,, a ,,t.,ktt ,� t i, t 1 i t t= t+ t t t, t ,t, + t ., ,1 ., �, tt,t, t ,t ,,t,t .t1, ttt,,. �++ttt„ +a, ,iY, t 'at { 1 t t ,it. + t ,.tt. ,ttl,t t,,..titt.,,{t,.:i i„�t .,i��,. t., ,.. s.t 11 ., i F . I. a` ', •: ,. , ; ' , tl}t�i,{,111t{ti41ti�41'�tl�tl.tl�iiiitttttiti.,.}1.t�it.44,�,litt.kittltit,:t 1,,.1ttt ��}1..it.l,tit,il,+li..,l�,,., .,tii,tti .itit.>t�ti��i.,1�, i14��+,>, .,441 1 ^t. � .✓ , tr j \ _ / l \ J t \ t l E \ / I \t c m I' J \ -- m t I m t \ cn m t 1 o a { Z r e �\ / J J it J j/1'„1 r V " 4v� "l+ 1,t i, , i, ti 1 i, •,{,• t {,� t i„ + t= t' r ` i c •t• •, „r t 1lullL { {, ? i, i, 3, i' `4t•' {+``t i �,+ I k ' V. ^M i.. = t + i` {,. {• :. t., F' f i • $. t t + „+ +,. , , ? + t i + t s, x t I 1 1l 1 l, i t . t t 1 t t t tt t t t, t t t � t i �.. t 1 t y t t } i 1 1 il t t t� t t tt t 1 4 b �� , tt t t t t t t t 11 ,1 a, 1 t t " � t t 1 t 1 + t t t t t t x , 4 1 t � i l t t t 1 t t , ,tt itt ,tt t � s t i i + � �t �, � , t i i , tt+ x` i , } + t , . t t + t t• i _ T _ _. --> _ ,t t, t{,= i t , , t 1 tl �t t}tt` t ,t it, tt` t, t ,t, It ! + i , 1 , LANDSCAPE PLAN b— SCALE: 3/16"= V-0" m N65031'29"E 127.00' r°e,avars,".°.'°.°a,�.°tea ^s°,.° a°°°s°e°a. �•a,a sata°,,:t. a.. ,"g. ,° g„ ° ° � ,..:...° e � � °. °a.. e, ,8d. ae . ega z a m \ J I as e tm ° Ic \ / r7 O 1 \ J D D z A .. ..... 1 0 0 \ N rn �� v O / z O pe o N z rt1l ..: .._ ... -- -n n / °m \ oz II O.._. ... _ ------- .::. 1 _ 8 . _ - 1 D ._. 2. m z N Ozp al ..... ._ - ��m m. f7 X ;l m x< m m MECH 1 m W z i OA " m.: z a 1 I II 1 — — — _ S65°31'29'°W 127.00' s LANDSCAPE PLAN NOTES: ARCHITECTURAL SITE PLAN 1. REFER TO SITE PLAN BY CIVIL I. SCALE: 3/16"= P_0•, E .r v r- 0 E Qw C 0 C E CD cc CL to t Z - O = rn Q •� } o.0 (a Zo m N pal M Q E 04 -0 — d 04 ® m N ILL. LLU U tY f— I 0 a U LL W a rn N S LL w J wW O U Q w O w TT V! w U w 30 M z L U w a z o W Z c Im m 1 V 0 :n — w w J Z U C U LL W 0 0 U }+ a w W vj w 0, z ® w 2 W U co 5 ` o W G W H Q U o V/ Z z O F z L w W t, z 4+ ca 9 C 3 M W a z 0 w 0 a w 0 J Q F- z W O U F site plan 4/25/19 SHEET A-11 i I DRAWIN CORESLAB (C.S.) SCHEDULE 1. General Contractor and/or Architect/Engineer should check all wall dimensions shown for accuracy. Approval of these shop drawings will constitute GENERAL NOTES verification of dimensions shown thereon. Coreslab Structures (Orlando) Inc. must be advised of any dimension changes made after approval of I. PRODUCT these 'draw ngs. Customer may be liable for delays and costs incurred due to changes made after receipt of approved shop drawings as well as for additional contract drawing reviews, resubmittals or similar revisions. 1. CONCRETE: Strength of concrete (regular weight) shall be a minimum of 5,000 psi at 28 days. 2. APPROVAL These drawings are to be approved by the purchaser prior to fabrication of product. 2. PRESTRESSED STRAND: Strand to be 7-wire, 1 /2" diameter, 270K stressed -relieved or to -lax conforming to ASTM-416. The number of strands 3. A ThisFhese bol indicates saw -cut or split edge of hollow core planks. are indicated by the first two digits following the letters CS in the Span Schedule. III. ERECTI 3. TOLERANCE: Width Length .................... f1/2" 1. Hollow units may not be lifted by inserting hooks or bars into voids, and may not be inverted. All holes and openings, other than those Full width units ...t1/4" Thickness...............at/4" shown on drawings, are to be field cut no less than 24 hours after hollow core has been erected and grouted. All field cut holes are the Saw cut units ..... t1/2" Deviation from sq... ti/2" responsibil y of the General Contractor who must secure approval from Coreslab Structures (Orlando) Inc. Engineering Department prior to cutting 4. CAMBER: Camber is an inherent condition in all prestressed flexural members: The General Contractor shalt make allowances for this camber. openings. CI-318 recommends a minimum of 2" bearing for hollow core plank. This may be reduced by the engineer for certain conditions. 2. VERTI RISERS: The General Contractor shall insure that vertical risers, etc. do not interfere with the placement of hollow core planks. 5. CONNECTION DETAILS: Anchorage details shown are constructible suggestions offered by Coreslab Structures (Orlando) Inc. They may be changed at the discretion of the designer or customer to satisfy design criteria. 3. TIE BEAMS: Tie beams must be true, level and free of knots. If precast perimeter beams or knockout blocks are used, they must be COMPLETELY FILLED 36 ',hours prior to erection. All columns, steel or precast, must be leveled, securely bolted, shored if needed and properly shimmed or grouted 6. NO LAP or GAP: No lap conditions may result in a gap in the deck. Any resulting gap is the customer's responsibility. Field -splitting of a slab is 36 hours(gr fully cure) prior to the erection of hollow core. sometimes required. This process will create a ragged edge and any necessary rework is the customer's responsibility. 4. GROUTING: The grouting of the keyway is the responsibility of the erector. All. joints between slabs shall be completely filled with grout consisting 7a. TOPPING: Where structural topping is to be applied, planks are to be thoroughly cleaned and wetted by the G.C. prior to topping to insure of one part Portland cement to three parts clean sand. The grouted deck shall be allowed to cure 24 hours before removing any leveling shores adequate bond strength. Structural topping shall be a minimum of 3,000 psi, 28 day strength concrete. The thickness of such topping shall be q 9 PP 9 P Y ( when used cutting holes restraining ends or applying an further construction loads. An finish to cores, exposed ends, etc., not b Coreslab. , )� 9 9 PPY 9 Y Y P Y measured at the center of the span. A minimum of 2" structural topping shall be applied at midspan and will vary toward the support as required Topping concrete shall not be substituted for grout. Transitions due to differential leveling in excess of 1/4" should be feathered out not steeper for a level surface. The topping pour design and all materials required for some are not by Coreslab, Coreslab Structures (Orlando) Inc. recommends than 1:12. topping in all exterior areas and will not be responsible for the consequences for eliminating the some. The design of supplemental reinforcing steel placed in the topping is the customer's responsibility. 5. All non -bearing walls should be held down 1 inch. Once slabs are set and grouted and all loads are applied to the slabs, dry pack the gap (by the, 7b. TOPPING: Structural reinforced concrete topping as indicated on the drawings shall be provided as an integral part of the deck construction. G.C.) betty en the non -bearing wall and the slab. Plank surface shall be free of foreign materials and wetted 24 hours prior to the topping pour. The deck shall be sprinkled immediately prior 9 6. ACCESS: General Contractor agrees to provide and maintain for the duration of recast installation, stabilized access, acceptable to Coreslab 9 P P P to the pour. The General Contractor's attention is directed to the inherent camber in prestressed concrete and should set all screeds accordingly. Structures Orlando Inc, so trucks and crane can move under their own power to various points of erection with no overhead of obstructions. ccepts Customer ' all liability for deliveries beyond the curb line, including all underground utilities and costs for loss of time. Coreslab Structures 8. FLOOR UNITS: Hollow core is a structural floor system which is influenced by tolerances in both the building and the precast. Therefore, it should Orlando Inc. (Orlando) reserves the right to stop deliveries and/or erection in the event such conditions are not provided. 9 P / not be designed as a finished floor. It is the customer's responsibility to apply a leveling course or use a suitable separate pad with carpet applications on untapped slabs or to apply an underloyment for all rigid floor finish applications. 7. REBAR APS: it will be the responsibility of the customer to provide and install rebar caps on all exposed vertical rebar prior to the erection of the hollow care slabs. Only rebar caps designed to provide impalement protection, such as those containing steel reinforcement, should be used. 9. CEILING UNITS: Prestressed concrete slabs will be supplied with a plant finish. It is the responsibility of the General Contractor to make sure Mushroom style caps are not acceptable. adequate preparations are made regarding cleaning, sealing, etc. of slabs. to ensure proper coverage of specified finish. 10. ROOF UNITS: Slight vertical movement of precast concrete roof units 1s anticipated but can be reduced with proper insulation. Coreslab 8. CONTROL: Coreslab Structures (Orlando) Inc. is to be granted sole and unobstructed use of the structure for the duration of installation and grouting operations. Structures (Orlando) Inc. recommends a physical separation of the plaster planes at the intersections of non -bearing walls and ceilings. 9. SAFETY:', The General Contractor shall maintain the project in a safe workmanlike manner in compliance with all applicable governmental rules and FINISH NOTES regulations! Safety provisions that benefit Coreslab Structures (Orlando) Inc. field personnel only will be provided by Coreslab Structures (Orlando) Inc. CEILING TYPE Safety provisions that benefit the entire jobsite will be the responsibility of the General Contractor. Safety railings, barriers, covering of deck penetrations are specifically excluded and are agreed to be the responsibility of the General Contractor. ❑ EXPOSED a DROPPED NOTES: 1. CONSTRUCTION LOADS NOT TO EXCEED DESIGN IV. FIRE RESISTANCE LOADS. 2, THE FURNISHING AND PLACEMENT OF ALL 1. Fire res stance, where required, is calculated by procedures found in the PCI Design for Fire Resistance of Precast/Prestressed Concrete Manual REINFORCING BARS IN THE SLAB CORES AND/OR (MNL 124 77), the International Building Code 2015, and the Florida Building Code 2014, Chapter 7. DESIGN LOADS KEYWAYS ARE NOT BY CORESLAB. FLOOR5:65 P517 5L(40LL+25DL) on 5" or 10" Composite slab 3. THE GROUTING OF BUTT JOINTS IS NOT BY (b" or 6" Coreslab + 2" Topping) CORESLAB BALGONIE5: 65 P5F 5L(40LL+25DL) on 5" Composite 510b (b" Coreslab + 2" Topping TOPPING TYPE ❑ NONE #4 bar cast In beam ® 4'-o" o.c., #5 bar Cont., and #4 bar cast in beam a #4 bar cast In beam 4'-0" o.c., #3 bar Cont., #4 bar cast In beam ❑ GYPCRETE #4 bar grouted In core, 4'-o" o.o., #3 bar Cont., not by Coreslab. 4'-o" o.c., #3 bar Cont., Additional topping required on ® COMPOSITE keyway or topping, one per Go not reslob. by not Coreslab. the 6 to achieve floor Plank, not by Coreslab, elevation, not by Coreslab. See topping note. see topping note. see topping note. See topping note. See topping note. O O 0 O O k & 1L6" b" or, 8" Coreslab plank Coreslab plank b" Coreslab plank 8" Coreslab plank b" Coreslab plank 6" Coreslab plank 8" Coreslab plank 3" br nom. g' For lap For la For Ia For lap For la For la see plan see plan see p� see p� Ian see plan see plan Secondary pour, Secondary pour, Secondary pour, #4 bar cast in beam Secondary pour, not by Coreslob. I U not by Coreslab. not by Coreslab. 4-a' o.c., #3 bar Cont., not by Coreslab not Coreslab. A i3 c, (/D #4 hooked bar cast In beam ® 4'-o" o.c., #4 x 36" bar grouted in core, keyway or topping, not by Coreslab. 5' -4" mill, N See topping note. N...., _ 8" Coreslab plank 3" brci. nom. 3" brcj. morn. SERVMLOAD MPRK LIT LEVEL TOTAL LB\IGTH VUDTH V\BGHT FE AHD S 2ND 3RD 143 - - 1 t3C5055N5T 5 13 15 2T-2" 4'-0" 662a - - - 1A ' 1 - 1 2'!'-2" 2'-10" 46g5 SAWGUT 15 j - 1 1 2'T-2" 2 -2" 35g1 5AY`IGUT - - 1c, 2 - 2 21'-2" ; 1'-S" 2'762 5AVgrUT 200 - - 2 5C504,5NT 2 - 2 21'-101, 4'-0"- 552*7 - 24 1 - 1 2T-10" 2'-q" 3663 5AWCUT p - - 3 3 - 3 19'-2" 4'-0" 46i"1 - - - 3A 2 - 2 icr_2" 2'-2" 2533 SAINCUT - - 4A - 1 1 15'-6" 4'-0" 3i82 CUTOUT - - 4)3 1 - 1 15' 6" 2'-3" 21217 SAWGUT 2 10'-2" 4'-0" 2451 - { - - 5A 1 1 10-2° 2'-2" 1344 5A1^tCUT 3 4 1-10" 4'-0" 1g11 - I I - - _T 1 - 1 1 1 5'-2„ 5'-2" 5'-2" 4'-0° 2'-10" 1'-8" 1261 Sq3 525 SAY4CUT 5AY<,UT - - -TA1 - I - - 7B 1 - - - 8P 1 - 1 3'-4" 2'-2" 441 5AINCUT 3 - - - d 6G50'TBNT 2 2 4 2'Y-2" 4'-0" 510-7 - CIA do 1 1 2 2T-2" 1'-S" 2125 5AWGU-r - j I 10 6G5043NT 1 1 2 1q'-2" 4'-0" 3603 - - - - - - - 11 NH-e5L 1 1 2'-4' - - HANGER A55EMSLY *-DENOTES SLABS WITH ANTICIPATED CAMBER iN EXCESS OF M2"AT TIME OF ERECTION. This seal certifies the structural odecuacy of only the precast Contractor Note: Production cannot components shown on this drawing, be scheduled until our shop drawings manufactured and erected by are signed (by contractor), marked Coreslab Structures (Orlando ,,,� "Approved" or Approved as Noted" ,�•��TAC Piet, and returned. Production will not • CIE Ns'.. commence prior to finalization of , GOntract. No 54847 i ff /14/11 J ,* •� fu:, �0•• STATE OF �� -- Approved / ( '. �FSA'< ___ Approved as Noted - - - Resubmit • Licensed Professional Engineer - - - - - - - - - - - - - - - - - - - - - - - - - J. Eric Pierce, P.E. Date: Contractor Doo,te, FL #54847 Architect Date FOR APPROVAL WHEN LIFTING HOLLOW- CONTRACTOR NOTE' - DO NOT USE FOR FABRICATION WHEN STRAPPING HOLLOW GORE, P05ITION SLINGS WITHIN I FOOT OF POSITION STRAPS 5ETYiMN BEARING END. ANY SPECIAL CASE To receive a deliver date, lease (� �DUNNA&E ONLY./IV WILL BE SPECIFICALLY y. P Engineer -------Date ----- 0 4 / 18./ 1 7 DESIGNATED ON SLABS. WHEN phone our scheduling department, g STACKING 5LA55, BE SURE DUNNAGE 15 POSITIONED AT END OF SLAB AND ALIGN WITH DUNNAGE BELOW. rAA;& ENGR. DATE A ® JEP 3/2 7/Iq A CHECKED DATE P® AMG 3/2V14 +" DATE DESCRIPTION EiY DRAWN DATE CERTIFIED PLANT -REVISIONS- EZC 5/2'1/19 PHONE: ORLANDO (352) '436-1914, NOTE: The recast erect'o d t' d d t 'I d d ' I 1 t' h b z D O `r - O a _ 10z Z X o rc a 3 rc a 0 a w a m 0 x p 1 h rawings, sec Ions an a a1 s, an es gn ca cu a Ions ave een prepared by Coreslab Structures (Orlando) Inc. for use in fabricating and erecting this specific project. Any use of these documents without Coreslab's written' permission is prohibited. SIME RESIDENGE O o 0 0 WATER501467 WAY, HUTCHINSON ISLAND, FL 54949 0 0 (ORLANDO) INC. 2720 County Road 470, Okahumpka, FL 34762 PHONE: (407)855.3190 CUSTOMER' _ _ _._ APPROVED SHEET NO. DRWG. NO. Tr_.. CUSTOM HOMES . I I OF 2 1a-025 Additional topping required on the 6" to I'-O" re achieve floor elevation , 26'-011 not by Coreslob. 10 D O _I 'L%--- 2710 I E 0 I —1c0 1 _ O _ 5" 1 m O I I 12'-�i" r r A , f tlllc0 A I r � I O. OI I c I 3 311�a — 3A m A iIm 01 511 sd 550 plf on hollow core. 7 I'-O" Anticipated 20 psf wall load -oT hollow core _ wait A O ' IS Ell "1 � Lap III -d3I B I ' HOLLOA C..,ORE 2ND FLOOR FRA�lllIIIII`�NO FLAN WHEN STRAPPING HOLLOW GORE, POSITION STRAPS BETWEEN DUNNAGE ONLY. WHEN LIFTING HOLLOW GORE, POSITION SLINGS WITHIN I MOOT OP BEARING END. ANY SPECIAL CASE WILL BE SPECIFICALLY DESIGNATED ON SLABS. WHEN 5TACKING SLABS, BE SURE DUNNAGE 15 POSITIONED AT END OF SLAB AND ALIGN WITH DUNNAGE BELOW. F---I DENOTE5 OPENING TO BE GUT IN � ", - FIELD AFTER GROUT HA5 CURED, NOT BY 00RE51-AS. EMO IQ PC 1,. [EDATE CERTIFIED PLANT DESCRIPTION -REVISIONS - 25'-0 ° 110, Additional topping required on the 6" to all 5" achieve floor elevation , 26'-511 Anticipated 550 plf not by 6ore5lab.` D wall load on hollow core. co � 2 La a7� A/s sr A I _1 1 ; N I S/ II'-O° G'-8" 4'-5" 01 3iL La �I A I O 3 Lap m� Milt I 3h"Eap — — — O I O N l N A I li l 0 I O I li I c I m A m I O op 8; 5 S HOLLOW �0RE 3RD FLOOR FRAMING FLAN FOR APPROVAL DO NOT USE FOR FABRICATION 04/18/19 NOTE: The precast erection drawings, sections and details, and design calculations have been prepared by Coreslab Structures (Orlando) Inc. for use in fabricating and erecting this specific project. Any use of these documents without Coreslab's written permission is prohibited. O E-I . A N o Q O < G �j G {� y�� 5IME ES I DENGE oI Iy fl [] Q o5/21/14 (ORLANDO) INC. 2720 County Road 470, Okahumpka, FL 34762 PHONE: (407)855-3190DATE mmry d — AATER50NCG AAY, HUTCHIN50N 15LAND, FL 54a4cllUUl GU5TOMER:a LENGR.DATE DATE g/2 ATE g = W W a Z W a Zw o < 8/2'I/la APPROVED SHEET NO. DRWG. NO. 2 01= 2 la[-025 TG GU5T01ll4 HOMES ! =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. i ti DON'T LIFT TRUSSES I WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI — — --.— _ — - — 30' to-iD' Span_... 30, Span or less ' Spreader Bar JINI �• 60 degrees � or less — �• -' -' T, _ 1/2 n � 9 line 1Approz 2/3 to Tag line e '3 ePProz. R of Span. !, REFER TO BCSI REFER TO SCSI ! Truss must be set this way it 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. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are r designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and Design requirements. Consult with Building Department and Contractor. WARNING The size of these trusses makes it necessary that they a set by a profeesiom familiar with and experienced in the problems and dangers of setting large spa The builder and erector should consult with an engineer licensed in Florida sp in wood roof trusses about the safe erection of these trusses. The engineer sh the job site when trusses are erected to provide supervision and advi( SEAT PLATES BY CHAMBERS TRI &REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN 7— CARRIED CARRYING MANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS I I '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 LOAD BEARING AT I V-0" LOAD BEARING AT 33'-8" HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. Xlnuwaeawaeosolaexaoxesoauser FABRICATION AGREEMENT i TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED ¢g the undersgned acknowledges and agrees: °, r� Do not stand o n tru ss s u nti I they are b ra eed per BCSI &properly n a i I ed to straps and hangers .. MI; M� €� II I 1 Trusses will be made in strict accordance with this truss placement diagram layout, which Is the sole authority for s_.. r' l determining successful fabrication of the trusses. #$ the- " ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 26' 30' IN LENGTH(( 2.. Unless whiten notice provided by certified mail o Chambers I 3. Unless written notce is provided by cen8ed mail to Chambers Truss within ten (10) days of delivery the `l h pridersigned agrees that no backeharges will be allowed. In the event such written notice Is furnished Chambers Truss r!' - shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according to Florida statute 558. METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. uNSUPPORT�o�AOKCONNECTtoNOETA�L 4. The undersigned acknowledges receipt of 'BCSI" summary sheet by TPI & WTCA. Mr3fE+u1>wW overrep Olnemvdx BNbm eAONwIM11NIs' (VOTES. * ALL BI MIS ARE BY OTHERS. * ALL CEILIh * FLOORS`A PLUMB CUT END 12 2X4 TOP CHORD WALL HEIGHT I V-0" 5 1— END DETAIL: LOWER ,uh:TnNFGMk JiY:T In Mp CtlIM x�N1F..,.•,:.,.N, ;' i 5. Delivery Is to lob site. It Is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has -- WRNE JAC khe sole authority to determine the suitability of the job site or a portion of the job site for deli - y ONPYENJAtq t n i ty ty W po p very. Chambers Truss will be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has <.•N CORNER DETAIL to redeliver because job she is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. pyyRlyrypg N015N Fee GU 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour fee for revisions may be charged by Chambers Truss. f 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or 9 no agreement a reasonable price. 5' Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of MAXIMUM CANTILEVER delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable Vs fee for Collections in event of w ve^a added B. f ra all s meor n of aanywhene terms, this sheet constitutestnot timely agreement t made. 11 terms herein, month service charge will be NN•,.aa•,.MWa �aa . Int when dueontof rCh embers Truss extending credit for this material the undersigned unconditionally guarantees I p y of a y 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. 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 any such action will be Saint Lucie County, Florida 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For''. Construction Using Metal Plate Connected Wood Trusses ANSIrrPIMITCA 4 - 2002"" j 12. Warranty is per Chambers Truss Warranty attached. I DATED SIGNED I FOR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. (Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property f and is the responsibility of the truss erector. Ate: Study the contents of the information 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 of plywood, roofing material or any other -- _ - — concentrated loads on trusses, this can cause collapse. j DO NOT INSTALL TRUSSES USING THIS I USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TR USS INC I can er Avenue Fort Pierce, Florida 34982-6423 I 800.551.5932 Fort Pierce 772-465.2012 Fax 772-465-8711 Vero Beach 772.569.2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM S OP DRAVAINA I SUMWAL RE1Nf W PROVED O APPROVE %MTH CHANGES NOTED j REVISE AND RESUBMIT QREJECTED SUWAITTALWAS REVIEWED FOR DESIGN CONFORMITYAND GMRAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSRE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AND FULLCOM E WITH CONTRACTDQC DNe: rj' Frank Liebler, Architect MnEK VERSION 7.4AA3 LOADINGMESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 7a t DESIGN CRITERIA County ST.LUCIE Building Department ST. LUCIE COUNTY Wind Design Criteria ASCE 2010 j Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material METAL Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live "10-Non Conccurent b Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 165mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 28' Building Type Enclosed Building Category It: Non Restrictive Exposure Category D> FLAT Miles from Ocean 0 j Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B =Continuous Bracing i Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75688 SCALE: 1/4" = 1'-011 111 total trusses, 30 unique designs Designer: RLC Reviewed by: RLC l Date:12/14/18 03/25/19 FOR GROUP ONE CONSTRUCTION DESCRIPTION: WATERSONG WAY/ SIME Page 1 of 1 CUSTOMER INITIALS EACH PAGE_ i 75688 ' I ---- 1 r IL car c'--- ��. .roe f�yalA � ,. AILM N7- 2.) SPRINKLER RISER PIPING TO BE SCH.10 WITH GROOVED ENDS AND GROOVED FITTINGS. 3.) ALL CONCEALED PIPING FEEDING UNITS SHALL BE CPVC WITH SLIP FITTINS AND RESIDENTIAL SPRINKLERS. 4.) ALL AREAS SHALL BE SPRINKLED: EXCEPTION-1.SPRINKLERS SHALL NOT BE REOUIRED IN BATHROOMS UNDER 55sq.8. t EXCEPTION•2.SPRINKLERS SHALL NOT BE REQUIRED IN CLO., LINEN CLO., OR PANTRIES WITHIN THE DWELLING UNIT WHERE THE AREA DOES NOT EXCEED 242q.IL IN ANY GARAGES PORCHES EXCEPTION•3.SPRINKLERSSHALL NOT BEREQUIRED BALCONIES, CORK.ANDORSTAIRS THATAREOPEN AND ATTACHED. cnx a°F= EXCEPTION4.SPRINKLERS SHALL NOT BE REQUIRED INATTICS OR CRAWL SPACES ma m�w¢a sna W po THAT ARE NOT USED OR INTENDED FOR LIVING PURPOSES. 5.) HANGERS TO BE LISTED AND APPROVED TWO HOLE STRAPS FOR CPVC PIPING r f -__-_—.Hydraulic Information --------- --� 1 r IL car c'--- ��. .roe f�yalA � ,. AILM N7- 2.) SPRINKLER RISER PIPING TO BE SCH.10 WITH GROOVED ENDS AND GROOVED FITTINGS. 3.) ALL CONCEALED PIPING FEEDING UNITS SHALL BE CPVC WITH SLIP FITTINS AND RESIDENTIAL SPRINKLERS. 4.) ALL AREAS SHALL BE SPRINKLED: EXCEPTION-1.SPRINKLERS SHALL NOT BE REOUIRED IN BATHROOMS UNDER 55sq.8. t EXCEPTION•2.SPRINKLERS SHALL NOT BE REQUIRED IN CLO., LINEN CLO., OR PANTRIES WITHIN THE DWELLING UNIT WHERE THE AREA DOES NOT EXCEED 242q.IL IN ANY GARAGES PORCHES EXCEPTION•3.SPRINKLERSSHALL NOT BEREQUIRED BALCONIES, CORK.ANDORSTAIRS THATAREOPEN AND ATTACHED. cnx a°F= EXCEPTION4.SPRINKLERS SHALL NOT BE REQUIRED INATTICS OR CRAWL SPACES ma m�w¢a sna W po THAT ARE NOT USED OR INTENDED FOR LIVING PURPOSES. 5.) HANGERS TO BE LISTED AND APPROVED TWO HOLE STRAPS FOR CPVC PIPING r f -__-_—.Hydraulic Information --------- --� OCCUPANCY CLASSIFICATION Residential DENSITY 0.050gpm/ft2 for 1500.00ft2 (Actual 392.37ft2) TOTAL HEADS FLOWING 2 K-FACTOR 4.9 TOTAL WATER REQUIRED 26.44 TOTAL PRESSURE REQUIRED 42.877 SAFETY MARGIN (psi) +22,123 (34 0%) �I 41 _ TYGO M', CONCEALED PENDENT SPRINKLER SERIIES LFII WHITE PENDENT, K=4.2, 155 DEGREE