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HomeMy WebLinkAboutAPPROVED, PlansFLAT TILE ROOF — (MATCH EXISTING) PEEL & STICK UNDERLAYMENT� 5/8" PLYWOOD PRE ENG. WOOD - TRUSSES 24" O.C. 12 MATCH EXISTING GUTTE FASCIA (MATCH EXISTING) 2" PTD. PLYWOOD SOFFIT (MATCH EXISTING) / 3'-0" +/- MATCH EXISTING TWO COAT PTD. STUCCO FINISH (MATCH EXISTING) PROVIDE "CASTCRETE" PRECAST LINTELS ABOVE ALL OPENINGS AS NOTED ON PLAN 91 Ce R20 FOAM INSULATION SEE CONNECTOR SCHEDULE 4 12 1/2" GYP (NON SAG) 1 x 4 P.T. FIRESTOP (2) COURSE BEAM BLOCK WITH (1) #5 REBAR EACH COURSE AND FILLED WITH GROUT 8 x 16 x 8 C.M.U. WITH #5 VERTICAL/DOWEL IN GROUT FILLED CELLS (D z 1 x 2 P.T. FURRING + 24"o.c. o w rn U R4.1 FOIL INSULATION Q 57 1/2" GYP. Q 1 x 4 P.T. J FIRESTOP N min. 2500# CONC. FOOTING WITH (2) #5 REBAR n 0 * /,-- V 11 4" 2500# FIBERMIX CONC. OVER .006 VAPOR — �J/ SEE BARRIER ON CLEAN, COMPACTED, TERMITE FOOTING TREATED FILL DETAILS WALL SECTION 4"=1' SCALE Scope of Work Single level CBS single family residence addition Building Code 2020 Florida Building Code: Residential 2017 National Electric Code Desian Loads Roof Live Load: 20.0 p.s.f. Wind Speed: 160 MPH (3 second gusts) 1 Ca gor : II Wind Exposure: C ern Pre sure Coef t: +/-.18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Area Tabulation EX. Living 3018 sq ft New Living 759 sq ft Garage 868 sq ft Porch 176 sq ft Entry 103 sa ft Total 4924 sq ft 50 1 GA! HEM ATTIC ACCES! PANEL e 6'-10" 17'-4" Q INDICATES FILLED CELL W/ #5 DOWEL SPA. @ 4'-0" O.C. MAX. & AS SHOWN FLOOR PLAN 3/16"=1'-0"' SCALE a JIB 3"V 2"V 1-1/2"V 1-1/2"V 1-1/2"V i i TO SANITARY SYSTEM PLUMBING RISER DIAGRAM NOT TO SCALE >> SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 brian Digitally signed by brian maskol m a s ko I Date: 2021.09.22 18:28:06-04'00' z w � z 0 0 o I-- U a cl� z w w � p Q a w p L7 z 0 J m QN p N N z 0 w U LU M U z� QJ J 0_ LL �O LU Ury °C O Q QUA .3:v) Mz CQ 0 G U) M ,--1 z O U LU V) .o • clL O O J LL DATE DESIGNED GM W 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031 * PLUMBER TO LOCATE SEWER AND WATER CONNECTIONS A-1 >> SUMMIT DESIGN & FORENSICS, INC. GENERAL FOUNDATION NOTES Concrete slab shall be a minimum of 4" thick over clean, compacted, termite treated fill and 6 mil polyethylene vapor barrier. If concrete slab contains 6" x 6" 10/10 WWM provide 1" coverage. Concrete shall have at minimum compressive strength of not less than 2500 p.s.i. All 90% hooks are to be extended 10" minimum beyond the turn. Field bends are to be done cold and the diameter of the bend, measured on the inside of the bar, is not to be less than six bar diameters. Minimum coverage for rebar shall be 3" in footings and 1 1/2" in bond beams. Hooks may be rotated horizontally if required to achieve minimum coverage's. Rebar overlap shall be 48 bar diameters. 30" for #5 rebar The foundation design assumes that the soil has a minimum load carrying capacity of 2000 p.s.f. In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superceded by Foundation Design Engineer. Satisfactory compaction test of fill does not verify lower soils are adequate. All specifications and dimensions to be verified by contractor. All exterior slabs shall slope a minimum 1/8" per foot for drainage FORMWORK & SHORING No structural concrete shall be stripped until it has reached at least 80% of the 28 day design strength. Design, Erection, & Removal of all formwork, shores, & reshores shall meet meet the ACI Standards 347 and 301. Contractor to verify all building setbacks prior to the start of construction. A formboard survey shall be submitted to the building department for approval prior to pouring concrete. SOIL STATEMENT: Foundation has been designed for a soil bearing capacity of 2000 p.s.f. Fill shall be laid in layers of 6". Each layer to be compacted to 95% compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be inadecuate, he must immediately report it to the owner and the Architect or Engineer so as to order a soil boring test. Dowel Rod Repair Note In the event vertical steel has been omitted from the down pour locations, drill 5" into concrete (no closer than 3 3/4" from edges and 5" from ends of cap walls) Remove dust per manufacturers instructions and use Two part epoxy to anchor the #5 rebar in place. Use either "Hilti C-100" or Simpson Epoxy —Tie. PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti —Scalding Valve in all showers. Lowest living area floor elevation (refered as 0.00') to be set by a professional land surveyor to the required building department elevation, but not less than 18" above the crown of the road. F-1 16" x 20" mono. footing with (2) #5 rebar cont. 4" 20" 16" MONO. EDGE FOOTING F-2 Recess 4" at Shower 4" 8" TYP. SHOWER RECESS 3'-6" X 3'-6"X 4" CONCRETE PAD 0 INDICATES FILLED CELL W/ #5 DOWEL SPA. @ 4'-0" O.C. MAX. & AS SHOWN (TYP.) FOUNDATION PLAN 3/16"=1'-0"' SCALE 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 Digitally signed brian by brian maskol Date: mask 012021.09.22 18:27:55-04'00' z O H a U w 0 w Q 0 z O w U LU U� z� QJ J �0_LL V)O wU� °COQ QUA I --I r�^ 1--1 V ) c)z L.L CQ O G U) M rl DATE DESIGNED GMW 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031 A-2 „>> SUMMIT DESIGN & FORENSICS, INC. FRONT ELEVATION 3/1611=1'-0”' SCALE E-- Ll E 00 T.O. BEAM IRV +9'-0" kMOIRTI/1►1delyth +7'-8" +/- /// T.O. FIN. FL. IRV +0'-0" LEFT ELEVATION 3/1611=1'-0"' SCALE PARTIAL RIGHT ELEVATION 3/1611=1'-0"' SCALE T.O. BEAM +9'-0" T.O. WINDOW MATCH EXISTING +7'-8" +/- T.O. FIN. FL. +0'-0" T.O. BEAM +9'-0" T.O. FIN. FL. +0'-0" 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 brian Digitally signed by brian maskol Date: 2021.09.22 m a s ko I 18:27:42-04'00' z O a U Ln w 0 w Q 0 z O Ln w U Lu m U5- z� QJ J 0_LL �O wU� °C O Q QUA ry cn z Qo Ln M 1� z O Q Lu J Lu DATE DESIGNED GMW 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031 A-3 >> SUMMIT DESIGN & FORENSICS, INC. Cast in Place Sill or Tie Beam Option IN THE EVENT THAT THE PRECAST PRODUCTS ARE DAMAGED IN THE FIELD CAST IN PLACE SILLS AND TIE BEAMS MAY BE USED (NOT TO EXCEED 5-10") TYPICAL CAST IN PLACE TIE BEAM TO BE A MIN. 8 X 12 WITH TWO #5 TOP AND TWO #5 BOTTOM. Safe Load Table Notes 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED U LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6 1 /2". 2. N.R. = NOT RATED 3. SAFE LOADS ARE SUPERIMPOSED ALLOWABLE LOADS. 4. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBAR IN 8 INCH U LINTELS ONLY. 5. ALL SAFE LOADS IN UNITS OF POUNDS PER LINIER FOOT. 6. ALL SAFE LOADS ARE BASED ON SIMPLY SUPPORTED SPAN. 7. SAFE LOAD RATINGS BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318 AND ACI 530. nstallation Notes 1. INSTALLATION OF U LINTELS MUST COMPLY WITH ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS. 2. U LINTELS CAN BE FIELD CUT TO THE REQUIRED LENGTH. 3. CAST IN PLACE CONCRETE MAY BE PROVIDED IN COMPOSITE U LINTEL IN LIEU OF CONCRETE MASONRY UNITS. 4. THE EXTERIOR SURFACE OF U LINTELS INSTALLED IN EXTERIOR CONCRETE MASONRY WALLS SHALL HAVE A COATING OF STUCCO APPLIED IN ACCORDANCE WITH ASTM C-926 OR OTHER APPROVED COATING. 5. CONCRETE MASONRY UNITS USED IN COMPOSITE U LINTEL SHALL BE LAID IN A RUNNING BOND. 6. SHORE COMPOSITE LINTELS AS REQUIRED. 7. U LINTELS ARE MANUFACTURED WITH A 5 1 /2" LONG NOTCH AT BOTH ENDS TO ACCOMMODATE VERTICAL CELL REINFORCING AND GROUT. Composite U Lintel Materials 1. GROUT PER ASTM C476 FG=3000 PSI WITH MAXIMUM 3/8 INCH AGGREGATE AND 8 TO 11 INCH SLUMP. 2. REBAR PER ASTM A615 GRADE 60 3. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 WITH MINIMUM NET AREA COMPRESSIVE STRENGTH = 1900 PSI 4. MORTAR PER ASTM C270 TYPE M OR S GENERAL STRUCTURAL NOTES: GENERAL: THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2020 FLORIDA BUILDING CODE RESIDENTIAL ALONG WITH AMENDMENTS. MATERIALS AND SERVICES PROVIDED BY THE CONTRACTOR SHALL CONFORM TO THE ABOVE MENTIONED CODES AND THE CONTRACT SPECIFICATIONS. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE JOB CONDITIONS AND RESTRICTIONS. FOR DIMENSIONS AND DETAILS NOT SHOWN, REFER TO ARCHITECTURAL DRAWINGS. INSTALL ALL PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS. I nA f1Tr, I f-C. ROOF LOADS: LIVE LOAD: 20 PSF (TOP CHORD LOADING) DEAD LOAD: 25 PSF (15 PSF TOP CHORD LOADING AND 10 PSF BOTTOM CHORD LOADING) WIND LOADS: ULTIMATE WIND SPEED, 3 SECOND GUST: 160 MPH 1 UIL G GO II EXPOSURE CATEGORY: C INTERNAL PRESSURE COEFFICIENT: +/-0.18 (VI NI/"'DC CONCRETE SHALL CONFORM TO ACI SPECIFICATIONS, LATEST EDITION. REINFORCING SHALL CONFORM TO CRSI, LATEST EDITION. CAST -IN -PLACE CONCRETE SHALL DEVELOP A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI. ALL CAST-CRETE PRECAST CONCRETE LINTELS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS AND SPECIFICATIONS. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. #5 REBAR AT TOP MIN (1) IN EXIS NG AND LAPPED WITH \ ALL REINFORCING BAR SPLICE LENGTHS SHALL BE CALCULATED IN ACCORDANCE REQUIRED NEW PRE ENGINEERED WOOD W R FORCING (TYP.) WITH ACI UNLESS NOTED OTHERWISE. SPLICES SHALL BE CLASS "B" AS DEFINED F FILLED VALLEY TRUSS SPACED @ BY ACI UNLESS NOTED OTHERWISE. GROUT QUANTITY OF #5 2'-0" O.C. MAX. M 76= REBAR AT BOTTOM PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY AS MAIN REINFORCING AT NOMINAL SIMPSON VTCR W/ (4)-10d TO ALL LOCATIONS WHERE REINFORCEMENT CHANGES DIRECTIONS. = WIDTH �0 o CRICKET (TYP.) EX. & (3)-10d x 11" TO NEW CMU Q TRUSS AT EACH SUPPORT PRIOR TO PLACING CONCRETE COORDINATE LOCATION OF ALL SLAB GROUT '-' (TYP. @VALLEY TRUSSES) o PENETRATIONS WITH MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS. 0 8 F 16 -1 B/ 1 T G.T. REINFORCED L-5 11Z MASONRY: r CONCRETE LINTEL 8" NOMINAL QUANTITY OF #5 © MASONRY SHALL CONFORM TO ACI, LATEST EDITION. NOMINAL #5 REBAR AT BOTTOM OF LINTEL HEIGHT REBAR AT TOP CAVITY p p p p DOWEL NEW TO EX. W MASONRY SHALL DEVELOP A NET AREA COMPRESSIVE STRENGTH OF 2,500 PSI IN H z„1'_0" i Nip nn%A1PI c L MI L 1 28 DAYS. LINTEL TYPE DESIGNATION 1"=1' SCALE Cast Crete Lintel Schedule All Rebar to be #5 Grade 60 min. MARK LENGTH OF LINTEL ALLOWABLE GRAVITY LOAD APPLIED GRAVITY LOAD ALLOWABLE UPLIFT LOAD APPLIED UPLIFT LOAD BEAM SPECS. L-1 9'-4" 1843 293 1136 200 8F16 1 B/1 T L— 2 7'-4" 2661 525 1624 350 8F16 1 B/1 T L— 3 3'-6" 6113 525 3524 350 8F16 1 B/1 T L— 4 7'-4" 2661 525 1624 350 8F16 1 B/1 T L— 5 10'-0" 1533 525 916 350 8F16 1 B/1 T L-6 5'-4" 5365 525 2276 350 8F16 1 B/1 T Min. Beam depths shown, beams may be increased At Lintels 30" deep or larger, provide (1) #5 vertical rebar at 24"o.c. along length of lintel NEW PRE ENGINEERED WO, TRUSS SPACED @ 2'-0" 0.( MAX. #5 VERTICAL SPA. @ 4'-0" O.C. MAX. & AS SHOWN. (T' NEW 8" MASONRY W GROUT SOLID @ REINFORCING (TYP) ROOF FRAMING PLAN 3/16"=1'-0"' SCALE GROUT SHALL CONFORM TO ASTM C476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI IN 28 DAYS. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. VERTICAL REINFORCING LAP SPLICES SHALL BE 48 BAR DIAMETERS. MAXIMUM GROUT POUR SHALL BE 5 FEET. CONSOLIDATE BY MECHANICAL VIBRATION. ALL CORNERS ARE TO BE TIED BY MASONRY BOND. PROVIDE JOINT REINFORCEMENT SPACED AT 16" O.C. VERTICALLY. REINFORCING SHALL BE CENTERED IN CMU. PROVIDE REINFORCING STEEL AS NOTED ON THE PLANS. THESE BARS SHALL BE CONTINUOUS THROUGH LINTELS AND BOND BEAMS WHERE APPLICABLE. PROVIDE A STANDARD HOOK AT VERTICALS INTO BOND BEAMS AND FOOTINGS. GROUT MASONRY SOLID AT REINFORCING STEEL ONLY UNLESS NOTED OTHERWISE. PROVIDE DOWEL INTO FOOTING OF THE SAME SIZE, SPACING AND LOCATION AS VERTICAL REINFORCING ABOVE. PROVIDE 8" MIN. HEIGHT CONCRETE SILL WITH (1)-#5 HORIZONTAL REINFORCING DOWELED 6" INTO JAMBS. WOOD FRAMING: ALL WOOD FRAMING SHALL BE SOUTHERN PINE NO. 2 OR BETTER. PRE-ENGINEERED WOOD TRUSSES: SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS DETAILING ALL TRUSSES AND TRUSS TO TRUSS CONNECTIONS. TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY THE TRUSS SPECIALTY ENGINEER. PROVIDE TEMPORARY AND/OR PERMANENT TRUSS BRACING AS REQUIRED TO SATISFY OSHA, THE DESIGN REQUIREMENTS AND PROVIDE ERECTION STABILITY. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 Digitally signed brian by brian maskol Date: 2021.09.22 m a s ko 118:27:31-04'00' z w � z 0 0 0 U a I— cl� z U w w � 0 Q a w z 0 J_ 7) m w � N � N z 0 4 > w U wm U� z� QJ J I --I a— LL O � wU� °C 0 < QUD I --I r�^ (n z CQ O G U) M U_ O 0 L.L DATE DESIGNED GM W 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031 A-4 ,,N §& SUMMIT DESIGN & FORENSICS, INC. PRODUCT APPROVAL Approval Product Mode Number Manuf. Glass Attachment Method Building Rated Product Rated Number T e Type Design Pressures Design Pressures 1 /4" Tapcons min. 1-3/8" minimum penetration into NOA No. 20-0610.12 Horizontal Roller Series HR 375 Windoor Direct Impact p buck. 20" max spacing w/1 /4" shims 10" max for than 1 to 1 See Plan +80/- 82.1 shims greater /4" /2" Aluminum Series 1/4" Tapcons min. 1-3/8" embedment in 2by wood NOA No. 20-0519.09 Fixed Window Sentinel 130 Windoor Direct Impact bucks 1," min edge distance, 17" max @ longer sides See Plan +80/- 80 and 18 max @ shorter sides Aluminum 1 /4" Tapcons min. 1-1 /2" embedment in 2by wood NOA No. 20-0528.03 Awning Series 238 Windoor Direct Impact bucks 1" min edge distance, 6" max at corners See Plan +110/-155.4 14-1 /2" max at head and sill 15" max at jambs Aluminum 1/4" Tapcons min. 1-3/8" embedment in 2by wood NOA No. 20-0519.16 Fixed Window Series 410 Windoor Direct Impact bucks 1," min edge distance, 17" max @ longer sides See Plan +75/- 75 and 18 max @ shorter sides FL#: 15180.8 Swing Doors Fiberglass Hardware Ha s ' PlBuilderHaastpro NA 1 /4 11 x 1 1 /4>> min embedment Tapcons at 4>> /19>> O.C. See Elev. +/- 65.0 PARTIAL WIND ZONE PLAN 3/1611=1'-0"' SCALE Wind Zones - Walls MANUFACTURED ROOF 1SSES 2'-0" O.C. GYP (NON -SAG) TOP PLATE GYP 3 BATT I N S U LATI O N BATHROOM WOOD STUDS SPACED @ D.C. ;EBOARD (TYP.) 4 WOOD P.T. BOTTOM TE FHICK CONCRETE SLAB (2500 psi) WITH FIBER MESH OVER VAPOR BARRIER OVER CLEAN COMPACTED TERMITE TREATED SOIL TYPICAL INTERIOR NON -LOAD BEARING WALL SECTION 2"=1' SCALE Allowable Wind Pressures End Wind Trib. Zones- PSF 1 2 3 4 5 Zone Speed Area +33.5 +33.5 <10 s.f. -30.6 -53.8 -78.8 -36.3 -44.8 +31.9 +31.9 4 ft. 160 mph 20 s.f. -29.8 -49.0 -73.6 -34.8 -41.8 +29.9 +29.9 50 s.f. -28.6 -43.3 -66.9 -32.7 -37.8 +28.5 +28.5 100 s.f. -27.7 -39.1 -61.8 -31.3 -34.8 500 s.f. XXX_27.7 +24.9 +24.9 -27 7 Gross pressures are for windows, doors, framing, roofing, and other building components and cladding. Roof Zones: 1 thru 3 Wall Zones: 4 and 5 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 b r i a n Digitally signed by brian maskol Date: 2021.09.22 m a s ko I 18:27:22-04'00' z O H a U Ln w 0 w Q 0 z O Ln w U LU U� z� QJ J I --I 0_ LL V)O � wU� °COQ QUD cn z Q O Ln (M ,--1 Al I U) J \Q 0 L.L Q U Z) 0 O r LL O O V) Q LU 0 DATE DESIGNED GMW 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031 A-5 L e r c e F „>> SUMMIT DESIGN & FORENSICS, INC. (3) #3 0 (THW) cop er and (1 #4 ground (pTHW) copper in 2' galy. conduit (3) #3/0 (THW) copper in 2 galy. conduit J FPL UNDERGROUND SERVICE tie ground wire to footing rebars 200A Main Meter Combo 1/0 ground copper /4" copper water pipe Electrical Riser Diagram Existing 200A Panel: 200 A.M.C.B Main 1 a, 3W 40 Circuit Panel 120/240 Volt 0 dia. x 10'-0" g ground rod disc. (3) #8 AWG (THW) copper and (1) #10 ground (THW) copper in 1” galy. conduit New RO/240 w 50 Amp b Panel Panel A Main Breaker Volt C. d. disc. C. 50 G. GAS H EA1 4" DUC1 VENT Th ROOF Existing Home (MAIN — PANEL) Electrical Load Calculations 3777 Living S.F. at 3 VA 11331 VA Two 20 Amp Appliance Ckts. 3000 VA Laundry 1500 VA Dryer 5000 VA Dishwasher 1200 VA Addition (SUB — PANEL) Range Ref. Circuit 12000 1300 VA VA Electrical Load Calculations Microwave 1200 VA Garage Door Opener 900 VA 759 Living S.F. at 3 VA 2,277 VA Garage Door Opener 900 VA Disposal 800 VA Water Heater 100 VA Total 2,277 VA Pool Pump 1500 VA Pool Heater 12000 VA AC Heat at 100% 5,300 VA Total 52,731 VA Total 7,577 VA First 10 KVA at 100% 10,000 VA Remainder at 40% 17,092 VA 7,577 VA / 240 V = 32 Amps Existing 200 Amp Service Total 27,092 VA AC Heat at 100% 20,500 VA Total 47,592 VA Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI 47,592 VA / 240 V = 198 Amps Existing 200 Amp Service Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified MI SP ELECTRICAL PLAN 3/16"=1'-0"' SCALE 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 BRIAN J. MASKOL FL PE #66080 brian Digitally signed by brian maskol Date: 2021.09.22 m a s ko 18:27:02 -04'00' z O H a U v7 w 0 w Q 0 z O U) w U LU U� z� QJ J �0_LL V) %ft wU� °C O Q QUA J cn z ry O CQ O G Ln (M rl IO J Q U oC U LU J W DATE DESIGNED GMW 03-19-21 DRAWN GMW 03-19-21 CHECKED JOB NO. 2021-031